Engineering_Policy_Guide - User contributions [en]

LPA:136.6 Environmental and Cultural Requirements

2024-12-13T09:52:50Z

EPG-Admin:

<div style="float: right; margin-left: 5px; width:360px; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
'''<center>Figures</center>'''
* [[media:136.6.1.docx|Fig. 136.6.1, Project Review Process flowchart]]
* [[media:136.6.2.docx|Fig. 136.6.2, Key Environmental/Cultural Resources Compliance Milestones]]
* [https://epg.modot.org/forms/general_files/DE/ENV/Fig._136.6.3_Environmental-Cultural_Resources_Compliance_Checklist.docx Fig. 136.6.3, Environmental/Cultural Resources Compliance Checklist]
* [https://www6.modot.mo.gov/RERProject/ LPA Request for Environmental Review]
* [https://epg.modot.org/forms/general_files/DE/ENV/RER_Instruction_Manual.docx Fig. 136.6.4, How to Complete the Request for Environmental Review]
* [[media:136.6.5.pdf|Fig. 136.6.5, Instructions for Preparing Categorical Exclusion Determination]]
* [[media:136.6.6 2021.pdf|Fig. 136.6.6, Generalized flowchart of the Section 106 Process for Local Public Agencies]]
* [[media:136.6.7 2017.docx|Fig. 136.6.7, Memorandum of Agreement for Mitigation of Adverse Effects]]
* [[media:136.6.8 2013.doc|Fig. 136.6.8, LPA Section 4(f) Compliance Worksheet for Public Lands]]
* [[media:136.6.9.doc|Fig. 136.6.9, Content of a Section 4(f) Evaluation]]
* [[media:136.6.10.doc|Fig. 136.6.10, Diagram of Typical Floodplain]]
* [http://sema.dps.mo.gov/programs/floodplain/documents/floodplain-develoment-permit.pdf Fig. 136.6.11, LPA Floodplain Development Permit]
* [http://sema.dps.mo.gov/programs/floodplain/documents/no-rise-certification.pdf Fig. 136.6.12, Engineering “No-Rise” Certificate]
* [[media:136.6.13.doc|Fig. 136.6.13, Procedures for “No-Rise” Certification for Proposed Development]]
* [[media:136.6.14.docx|Fig. 136.6.14, Procedures for Environmental Clearance of Borrow Sites and Other Disturbed Areas Outside Right of Way]]
* [[media:136.6.15_e106_Example_2022.pdf|Fig. 136.6.15, Example e106 Form]]
* [[media:136.6.16_2022.pdf|Fig. 136.6.16, LPA Project Checklist for Adverse Effects]]
* [[media:136.6.17.docx|Fig. 136.6.17, Sample LPA Transmittal of MOA Letter]]
* [[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18, Threatened and Endangered Species Federal Aid Transportation Submittal Checklist]]
* [[media:Fig. 136.6.19.pdf|Fig. 136.6.19, August 2018 MoDOT USFWS Threatened and Endangered Species Habitats]]
'''<center>Other Figures and Information for EPG 136.6</center>'''
* [https://www.achp.gov/sites/default/files/2018-06/MOA_PA_Amendment_Template.pdf Advisory Council “Model MOA”]
* [https://epg.modot.org/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot Categorical Exclusion Determination]
* [https://mostateparks.com/page/84261/section-106-review Instructions for Completing the SHPO 106 Survey Memo]
* [[Media:127.11 Form AD 1006.DOC|Farmland Conversion Impact Rating]]
* [https://www.gpo.gov/fdsys/pkg/FR-2017-01-06/pdf/2016-31355.pdf Nationwide 404 Permit for Minor Road Crossings (NWP 14 Linear Transportation Projects)]
* [http://www.modot.org/business/lpa/cert_train.htm NEPA Training video] - scroll down to bottom left
* [http://www.achp.gov/apptoolkit.html Section 106 Applicant Toolkit] - this Advisory Council on Historic Preservation's toolkit provides additional and supplemental info for the Section 106 process
* [http://www.dnr.mo.gov/forms/780-1718.pdf State Historic Preservation Office’s Section 106 Survey Form]
* [http://www.dnr.mo.gov/forms/780-1027-f.pdf State Historic Preservation Office’s Section 106 Project Information Form]
<div id="PowerPoint Tutorials"></div>
'''<center>How To" PowerPoint Tutorials</center>'''
* [[media:136.6 How to Complete the Application.ppt|How to Complete the Application for Section 106 Clearance]]
* [[media:136.6 How to Document a Historic Bridge for Mitigation.pdf|How to Document a Historic Bridge for Mitigation]]
'''<center>Federal-Aid Essential Videos</center>'''
* [http://www.fhwa.dot.gov/federal-aidessentials/catmod.cfm?category=develop Project Development]
* [http://www.fhwa.dot.gov/federal-aidessentials/catmod.cfm?category=environm Environment]
</div>

=136.6.1 Introduction=

Meeting environmental and cultural resource requirements and getting the necessary approvals and permits for local public agency (LPA) projects can involve multiple steps and varying lengths of time. Not meeting requirements in a timely manner can delay or even halt your project. You must obtain National Environmental Policy Act (NEPA) approval from the [http://www.fhwa.dot.gov/ Federal Highway Administration (FHWA)] before 35% plan completion. Before you can begin right-of-way acquisition for the project, you need NEPA approval, which includes concurrence from the State Historic Preservation Office (SHPO) that [[127.2 Historic Preservation and Cultural Resources|Section 106 (cultural resources)]] has been addressed satisfactorily. Some resources with specific requirements in addition to NEPA include historic buildings, archaeological sites, historic bridges, historic sites and parklands, wetlands and waterbody crossings, endangered species and conversion of farmland. Information on these topics and others can be found in this article and in the [http://www.modot.org/business/lpa/cert_train.htm NEPA Training video].

'''Roles and Responsibilities:''' MoDOT’s role in the project review process is to advise the LPA of requirements that must be met, review any NEPA submittals for completeness before forwarding to FHWA, and ensure that all needed permits, approvals, or other supporting documentation are obtained. The LPA is expected to provide complete and accurate information about the project. Complying with the applicable laws and regulations is the LPA’s responsibility. The LPA interacts with MoDOT through the designated district contact. For the occasional project that is classified as an Environmental Assessment (EA) or Environmental Impact Statement (EIS) under NEPA, a MoDOT environmental staff member will be a liaison between the LPA and FHWA. The liaison participates in project team meetings, is responsible for all communication with FHWA concerning the project and helps ensure satisfactory compliance with NEPA. A flowchart summarizes the environmental/historic preservation project review process in [[media:136.6.1.docx|Figure 136.6.1]]. The timeframes needed to achieve key environmental/cultural resources compliance milestones are shown below and in [[media:136.6.2.docx|Figure 136.6.2]] (landscape format to print for reference). [https://epg.modot.org/forms/general_files/DE/ENV/Fig._136.6.3_Environmental-Cultural_Resources_Compliance_Checklist.docx Figure 136.6.3] contains a helpful checklist to guide the LPA through this process.

When submitting information through the Request for Environmental Review (RER), a kmz of the location and limits of the project is preferred or a clear and accurate location map, plan sheets, and information specific to each resource clearance or permit.

{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
|+
!style="background:#BEBEBE" colspan="4"|Key Environmental/Cultural Resources Compliance Milestones
|-
! style="background:#BEBEBE" |Task/Submittal!! style="background:#BEBEBE" |LPA Responsibility !! style="background:#BEBEBE" |MoDOT Responsibility!! style="background:#BEBEBE" |MoDOT Timeframe
|-
|Obtain NEPA classification||Provide adequate project information with Request for Environmental Review||Provide classification|| 30 days
|-
|Complete NEPA documentation if required: 1. Programmatic CE (no documentation required) 2. CE2 3. EA 4. EIS ||Prepare and submit required documentation|| Review documentation, provide comments, and submit documentation (revised by LPA as needed) to FHWA || 1. Programmatic CE – 4 weeks 2. CE2 – 10 weeks 3. EA – 18 months 4. EIS – 36 months
|-
|Comply with Section 106 (cultural resources)||Obtain SHPO's concurrence||Ensure Section 106 compliance||1-6 months * Can take 6–12 months if SHPO finds adverse effect
|-
|Section 4 (f) 1. Historic bridge programmatic 2. Public land prog. or ''de minimis'' 3. Full draft and final evaluation ||1. Prepare MOA 2. Provide documentation 3. Provide documentation||1. Review MOA 2. Review & submit to FHWA 3. Review & submit to FHWW ||1. 6 months 2. 60 days 3. 12 months
|-
|Comply with Clean Water Act Sections 404 and 401||Obtain permits||Ensure compliance||Nationwide: 6–8 weeks Individual: 4–6 months
|-
|Comply with Endangered Species Act||Consult with MDC and obtain clearance letter||Review consultation|| 1–6 months
|-
|Floodplains||Contact local floodplain administrator for any needed permits||Ensure compliance|| 1–6 months
|-
|Comply with Clean Water Act Section 602||Obtain NPDES permit||Ensure Section 602 compliance|| 1–3 months
|-
|Comply with env. laws regarding use of borrow & spoil sites||Comply with applicable laws||Ensure compliance with applicable laws|| Varies according to law
|-
|Hazardous waste||Determine presence using ESTARTS database, contact DNR if hazardous materials are found||Ensure compliance|| 1 month
|-
|Comply with Farmland Protection Policy Act (FPPA)|| Obtain Farmland Rating||Ensure FPPA compliance|| 6 weeks
|-
|Environmental Justice, Title VI, ADA, etc.||Ensure compliance||Ensure compliance|| 1 month
|-
|Noise|| Complete noise study if necessary|| Ensure compliance|| 1–6 months
|-
|Comply with Clean Air Act||Ensure Clean Air Act compliance, model if necessary||Ensure Clean Air Act compliance||6–12 months if modeling required
|-
|Public Involvement|| Provide planned or completed public involvement|| Ensure compliance with [[:Category:129 Public Involvement|EPG 129 Public Involvement]]|| 1-8 weeks
|-
| Wetland Reserve Program || Provide locations and amounts of new right of way and easements || Provide locations of known WRP easements || Avoidance is preferred, otherwise allow 12-24 months
|}

=136.6.2 National Environmental Policy Act (NEPA) Classification=

The LPA must submit the [https://www6.modot.mo.gov/RERProject/ Request for Environmental Review (RER)] as early as possible but within 60 days of preliminary engineering (PE) obligation for all federal-aid projects. [https://epg.modot.org/forms/general_files/DE/ENV/RES_Instruction_Manual.docx Fig. 136.6.4, How to Complete the Request for Environmental Review] presents instructions to guide the LPA through the RER process. The RER initiates MoDOT environmental and historic preservation (EHP) staff’s review of the project to determine the appropriate NEPA classification. The EHP specialist will notify the LPA (or submitter of the RER) of the project’s classification as well as other environmental permits and clearances the LPA must obtain.

Since the environmental classification is based on the scope of the project and expected magnitude of impacts, providing all information requested on the form is vital to getting the NEPA classification as early as possible. Whenever the project scope or location changes or more than a year has passed since MoDOT’s environmental and historic preservation staff reviewed the RER, the LPA will send an email to the EHP specialist that the RER still contains valid information or describes and shows any changes. Based on that information, the project will be reexamined. A completed and approved NEPA document has a limited shelf life of three years from the date of the NEPA approval. If construction obligation has not occurred within three years of the date of the NEPA approval, a new review of the RER must be initiated to determine if the decisions remain valid. Once the RER is re-reviewed, a NEPA re-evaluation approval date will be issued.

The basic NEPA classifications are:

:* Categorical Exclusion (CE)—typically sufficient for projects that do not individually or cumulatively have a significant environmental effect. Most projects will be classified as CEs. MoDOT processes CEs in two ways: as a programmatic CE (PCE) or a documented CE (CE2).

:* Environmental Assessment (EA)—required for projects in which the environmental impact is not clearly established. Projects such as a road relocation or project with large amounts of right-of-way generally require an EA.

:* Environmental Impact Statement (EIS)—required for projects that may have significant adverse impacts or that are controversial. Projects such as a new controlled-access freeway, a highway project of four or more lanes on a new location, or new construction or extension of a separate roadway for buses or high occupancy vehicles not located within an existing highway facility typically require an EIS.

When trying to determine if a project might require an EA or EIS, consult with MoDOT’s Environmental and Historic Preservation Section. Initial submittal of an RER can also help in gauging the likelihood of impacts.

=136.6.3 Categorical Exclusion (CE) =

The majority of transportation projects in Missouri are classified as categorical exclusions (CEs) and are completed as a programmatic CE (PCE) or a CE2. Approximately 96% of LPA projects have been classified as programmatic CEs, with the remainder classified as CE2s and very rarely as an EA or EIS (see [[127.14 National Environmental Policy Act (NEPA) Classification and Documents#127.14.5 NEPA Glossary|EPG 127.14.5 NEPA Glossary]]).

An agreement with FHWA allows MoDOT to automatically classify specific types of projects that require no more than 5 acres of new right of way and/or easements combined, or exceeds one of the thresholds, as PCEs. PCEs do not require FHWA review. MoDOT and FHWA executed the newest [[media:2023_PCE_Agreement.pdf|programmatic agreement]] on September 22, 2021. The thresholds that cannot be exceeded are contained within the agreement. If a project exceeds one of the thresholds, a CE2 must be approved by FHWA.

For projects that require over 5 acres of new right of way and/or easements combined, or exceeds one of the thresholds, MoDOT will advise the LPA to complete a [https://epg.modot.org/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot CE2 Form] describing the project, the impacts expected from the project, and mitigation to compensate for the project’s impacts. The CE2 will require information such as the federal project number, route, county, project termini and length, project description, current and future average daily traffic (ADT), right of way and easement needs, displacements/relocations, a location map, and any other associated attachments. [[media:136.6.5.pdf|Fig. 136.6.5, Instructions for Preparing a CE2 Form]], guides the LPA through the process. For FHWA to concur that the project is a CE2 instead of an EA or EIS, the CE2 document must clearly demonstrate that the project will not have significant impacts and therefore, is categorically excluded from the requirement to prepare an EIS or EA. MoDOT will notify the LPA of the CE2 approval, request for more information, or FHWA’s decision that an EA or EIS needs to be prepared.

=136.6.4 Beyond NEPA—Complying with Other Federal and State Environmental Laws and Regulations=

The resource-specific information that follows is intended to aid the LPA in complying with federal and state environmental laws and regulations. Ultimately, the LPA is solely responsible for compliance with all applicable laws and regulations, regardless of the information, or lack thereof, included here. The LPA must ensure that all commitments specified in environmental documents are identified in plans and job specifications as appropriate. The LPA is also responsible for implementing all commitments and monitoring included in environmental documents.

==136.6.4.1 Section 106 (Cultural Resource) Compliance ==
{|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="310px" align="right"
|-
|'''Useful Section 106 Websites'''
|-
|[http://www.achp.gov/work106.html Advisory Council on Historic Preservation]
|-
|[http://www.dnr.mo.gov/shpo/sectionrev.htm Missouri State Historic Preservation Office]
|-
|[http://www.environment.fhwa.dot.gov/histpres/index.asp Federal Highway Administration]
|-
|[http://www.modot.org/ehp/HistoricPreservation.htm MoDOT Historic Preservation Section]
|}
[[127.2 Historic Preservation and Cultural Resources|Section 106 of the National Historic Preservation Act (NHPA) of 1966]] requires the consideration of the potential impacts of federally funded or permitted projects to significant cultural resources. Cultural resources include archaeological sites, buildings, structures (e.g., bridges), objects or historic districts. The significance of a cultural resource is evaluated by applying a specific set of criteria that is set forth by the [http://www.nationalregisterofhistoricplaces.com/faq.html National Register of Historic Places]. Cultural resources that meet the criteria of eligibility for listing on the National Register are referred to as “historic properties.” Failure to comply with Section 106 requirements could jeopardize federal funding and permits for a project. Section 106 encourages, but does not mandate, the preservation of historic properties. The goal of Section 106 is to ensure that preservation values are factored into the planning process for all federally funded or permitted projects. Compliance with Section 106 requires four things:

:1. ''Initiate the Process.'' Determine if the project is an undertaking as defined in 36CFR 800. MoDOT’s consultants and Historic Preservation staff will complete this step.

:2. ''Identify historic properties.'' Determine project’s area of potential effects (APE), identify cultural resources within the APE, and evaluate historic significance of these cultural resources;

:3. ''Assess adverse effects.'' Assess if the project will have an adverse effect on historic properties; and

:4. ''Resolve adverse effects.'' Avoidance, minimization, and/or mitigation of any project adverse effects on historic properties.

[[image:136.6.4.1.jpg|center|750px]]

Additional information on the Section 106 process is available on the webpages of the [http://www.achp.gov/work106.html Advisory Council on Historic Preservation] and the [http://www.dnr.mo.gov/shpo/sectionrev.htm Missouri State Historic Preservation Office].

[[media:136.6.6 2021.pdf|Fig. 136.6.6]] illustrates the steps that the LPAs should follow to comply with Section 106.

===136.6.4.1.1 Step 1, Determine Need for Cultural Resource Investigations===

The LPA must submit the [https://www6.modot.mo.gov/RERProject/ LPA Request for Environmental Review (RER)] within 60 days of preliminary engineering (PE) obligation for all federal-aid projects. [https://epg.modot.org/forms/general_files/DE/ENV/RER_Instruction_Manual.docx Fig. 136.6.4, How to Complete the Request for Environmental Review] presents instructions to guide the LPA through the RER process. The RER submittal initiates the Section 106 review.

MoDOT has hired a consultant to oversee the LPA Section 106 compliance. The basic process is:

:1. The LPA should submit their Request for Environmental Review (RER). The consultant will review the RER and determine if the project falls under a MoDOT Section 106 agreement document.

::A. If it does, the consultant will state on the RER that the project has Section 106 clearance and list the Stipulation and the date the decision was made.

::B. If the project is not covered by a MoDOT Section 106 agreement document, the consultant will state on the RER that a Section 106 investigation and submittal to SHPO is required.

:2. If a Section 106 investigation is required, the LPA will then move to [[#136.6.4.1.2 Step 2, Cultural Resource Investigations|EPG 136.6.4.1.2 Step 2, Cultural Resource Investigations]].

::A. The consultant will submit a Tribal Notification Form describing the project to FHWA for dispersal to tribal nations. The LPA or their consultants should never contact tribal nations.

::B. The LPA or their consultant should contact MoDOT prior to any field work to ensure survey plans will fulfill the needs of Section 106.

::C. The LPA must upload the Section 106 submittal to the RER for review prior to submittal to SHPO. MoDOT will review the LPA’s (or their consultants) Section 106 submittal, provide comments, and give approval for submittal to the SHPO.

::D. If the Section 106 finding is “no historic properties affected” or “no adverse effect to historic properties and the State Historic Preservation Office concurs with this finding the Section 106 process has been completed.

::E. If the finding is “adverse effect to a historic property,” the LPA will then need to negotiate and execute a Section 106 agreement document (e.g., Memorandum of Agreement or Programmatic Agreement).

:3. If a Section 106 agreement document is required, the LPA will then move to [[#136.6.4.1.3 Step 3, Preparation of the Memorandum of Agreement|EPG 136.6.4.1.3 Step 3, Preparation of the Memorandum of Agreement]].

: MoDOT will also oversee the LPA’s (or their consultants) development of the Memorandum of Agreement.

[[image:136.6.4.1.1 Historic Bridge.jpg|center|750px|thumb|<center>'''The Historic Big Creek Bridge – an 8-panel, pin-connected Camelback through truss bridge</center>''']]

===136.6.4.1.2 Step 2, Cultural Resource Investigations===

'''If the SHPO requests a Section 106 survey the LPA will need to hire a qualified [https://www.modot.org/lpa-call-list cultural resource consultant] or staff member to conduct the survey and to submit a report of their findings to the SHPO.'''

'''Step 2a. The Cultural Resource Survey'''

Cultural resource surveys typically are limited to the area of potential effects (APE). For archaeology, this is the maximum footprint of the project consisting of proposed and existing right of way, and permanent and temporary easements and any off-site areas, if known (e.g., borrow, staging, wasting, etc.). For architectural resources, the APE may include the limits of the project plus a buffer around the project area so indirect effects of the project are considered (usually 50 ft in urban settings and 100 ft in rural settings).

:1. An architectural survey consists of photographing buildings within the architectural APE and providing descriptions and historical information about those buildings constructed 45 years ago or older. In addition to buildings, features associated with a property such as gateposts, hitching posts, outbuildings, signage, etc. should be included in the photographic coverage. Clear photographs, which show the resource clearly, should be included in the survey report. Photographs taken out of car windows or where the resource is hidden behind vegetation are not acceptable. All surveys conducted on behalf of the Missouri Department of Transportation (MoDOT) must follow MoDOT’s Built Environment Survey Methods. These methods will help establish the Area of Potential Effects (APE), identify resources within the APE, determine which resources should be surveyed if not clearly inside the APE, and what to do if a bridge is located inside the APE. The consultant working on behalf of MoDOT must contact the MoDOT HP Office to obtain a copy of MoDOT’s Built Environment Resource Methods before fieldwork is conducted. The consultant must send a copy of their APE to MoDOT’s Historic Preservation Office before they conduct fieldwork so a Historic Preservation Specialist can review it. A meeting is recommended to be schedule before any fieldwork is conducted so a Historic Preservation Specialist can answer any questions the consultant may have before fieldwork is conducted. A meeting can also be scheduled after fieldwork to discuss the results.

::A. Additional SHPO guidance for architectural surveys is posted on the SHPO website, including the Architectural/Historic Inventory Form (Instructions) that should be used for buildings that are believed to be eligible for listing on the National Register of Historic Places.

::B. Reporting the results of the survey should follow the SHPO “Guidelines for Phase I Archaeological Survey and Reports”. If cultural resources are found, accompanied by the Cultural Resources Investigation Report Form (Instructions) with the first page filled out. A Review and Compliance Information Form (Instructions) must accompany all submittals to the SHPO. The contractor must review all reports prior to submittal to the SHPO.

:2. A Phase I archaeological survey is an intensive, systematic, investigation of the APE of the proposed project to identify any archaeological site that may be affected by the proposed project. If there is good surface visibility (e.g., a plowed field), archaeological sites may be identified by a pedestrian survey, which consists of archaeologists walking the area to examine what is exposed on the surface. If there is poor surface visibility (e.g., a pasture) the archaeologists use shovel or auger tests to look for artifacts. Shovel tests are small hand-dug holes about 12 inches wide and up to 24 inches deep, while auger tests are 8-inch diameter holes up to 6 feet deep. In most survey areas, shovel tests or auger tests will be excavated at 50-foot intervals. The excavated soil is examined for artifacts and other evidence of prehistoric or historic archaeological sites.

::A. Reporting the results of the survey should follow the SHPO [https://mostateparks.com/sites/mostateparks/files/MO_phase1_guide.pdf “Guidelines for Phase I Archaeological Survey and Reports”]. If cultural resources are found, accompanied by the [https://mostateparks.com/sites/mostateparks/files/Cultural-Resource-Investigation-Report-Form.pdf Cultural Resources Investigation Report Form] ([https://mostateparks.com/sites/mostateparks/files/inst_crir_form.pdf Instructions]) with the first page filled out. A [https://mostateparks.com/sites/mostateparks/files/Review_Compliance_Information_Form.pdf Review and Compliance Information Form] ([https://mostateparks.com/sites/mostateparks/files/inst_rci_form.pdf Instructions]) must accompany all submittals to the SHPO. The contractor must review all reports prior to submittal to the SHPO.

:Phase II archaeological site testing will be needed if any potential National Register eligible sites are encountered in the APE that could be impacted by the proposed project. The Phase II is a limited archaeological excavation of a site to determine its significance and whether it meets National Register eligibility standards. The standard method for testing an archaeological site is the hand-excavation of test units. Test Units are usually 3 ft. x 3 ft. or 3 ft. x 6 ft. in size and are dug usually to a depth of 3 to 4 feet. These test units are excavated to search for intact artifact deposits and/or features (e.g., hearths, storage pits, foundations, wells, cisterns, etc.) that would provide information about the people whose activities had created the site. The archaeological consultant will need to consult with SHPO and MoDOT on the proposed Phase II testing strategy before it is implemented. A Phase II investigation takes approximately 1-2 weeks per site. Reporting results are the same as described above. The contractor must review all reports prior to submittal to the SHPO.

:3. The Section 106 submittal will be reviewed and commented on by SHPO. SHPO has by law 30 calendar days to respond.

::A. If no cultural resources were identified, the SHPO usually will respond “no historic resources affected.” The Section 106 process is complete and no further action is necessary.

::B. If cultural resources were identified, their eligibility for the National Register of Historic Places (National Register) must be determined.

::C. In some cases, additional field investigations and /or historical research may be required for the cultural resource professional to determine resource eligibility.

:The SHPO comments only apply to the project as submitted. Any changes to the project may require a supplemental submittal to SHPO regarding these changes (e.g., project limits, significant modifications to the nature of the project, etc.). Any subsequent communication with SHPO should include the Project Number assigned by SHPO to the original submittal.

::A. Any supplemental submittal of information to the SHPO restarts the review timeline, i.e. 30 calendar days.

:If human remains are encountered during any fieldwork, the LPA and consultants must comply with state burial laws ([https://revisor.mo.gov/main/OneSection.aspx?section=194 RSMO 194] – unmarked remains or [https://revisor.mo.gov/main/OneSection.aspx?section=214 RSMO 214] – cemeteries). This requires initially contacting local law enforcement and the SHPO. If the human remains are not part of a crime scene, jurisdiction of the remains and disturbance of them falls on either local courts (RSMO 214) or the SHPO (RSMO 194). The LPA must then contact FHWA and MoDOT for guidance. Consultation with appropriate American Indian tribes should be required if the human remains are believed to be of Native Americans – either prehistoric or historic. FHWA, as the Federal agency, is legally responsible for the tribal consultation process. The LPA may only consult directly with an Indian Tribe if authorized by FHWA.

'''Step 2b. Determination of Eligibility'''

'''If cultural resources are present, the LPA, in consultation with SHPO and FHWA/MoDOT, determines whether a cultural resource meets the eligibility requirements of the National Register. A cultural resource professional may need to conduct additional investigations to evaluate the eligibility of some resources. The cultural resource professional will need to consult with the MoDOT Historic Preservation staff on the proposed testing plan for an archaeological site before implementing it.'''

Readily available information can often be used to determine the National Register eligibility of identified cultural resources. This information should consist of the results of the cultural resource survey, any subsequent investigations, or other available information such as pictures and available history of structures. If the adverse effects to the potentially National Register eligible cultural resource cannot be avoided by the project the National Register eligibility determination is included in the Section 106 submittal.

The SHPO is requested to concur or disagree with the National Register eligibility of a cultural resource. The cultural resource professional should provide an assessment of resource eligibility.

:A. If SHPO, LPA, and FHWA/MoDOT agree that a cultural resource is not eligible for the National Register, the Section 106 process is complete. No further action is necessary.

:B. If SHPO, LPA, and FHWA/MoDOT agree that a cultural resource is eligible for the National Register, a determination of effect (Step 2c) is made next.

::a. If SHPO, LPA, and FHWA/MoDOT disagree on the eligibility of a resource, the LPA should request the FHWA to contact the Keeper of the National Register of Historic Places (Keeper) for a definitive opinion. If the FHWA decides that the Keeper needs to be consulted they will provide the LPA with a list of the required documentation. This process can be lengthy (up to six months), so it should be avoided if possible.

::b. If the Keeper finds that the resource is not eligible, the LPA no longer needs to consider the project’s effects to that specific resource.

'''Step 2c. Determination of Effect'''

'''If historically significant cultural resources are present, the LPA, FHWA/MoDOT, and SHPO will determine the effect of the project on each National Register eligible property (called “historic property”).'''

The effect of a project on a historic property should be determined through consultation among the LPA, SHPO, and FHWA/MoDOT, using the criteria of adverse effects found at 36CFR800.4(1) and the examples of adverse effects found at 36CFR800.4(2). There will be a determination of either “no historic properties affected,” “no adverse effect” or “adverse effect.” The LPA will provide its opinion regarding effect along with its evaluation of eligibility to the SHPO for their concurrence. If the SHPO concurs with the LPA, this finding will be transmitted to the FHWA. If there is a disagreement among the LPA and SHPO, FHWA and MoDOT may be brought into the discussions to help facilitate an agreement.

:A. No Adverse Effect – If the finding is that the project effect is not adverse upon the historic property(ies), the Section 106 process is complete.

:B. Adverse Effect – If the project effect is adverse to the historic property(ies) (i.e., adversely affecting the characteristics that make it eligible for listing on the National Register), the LPA will consult with the SHPO on avoidance or mitigation of the adverse effect. It may be possible to redesign portions of the project to avoid adverse impacts to the historic property. The LPA will explore avoidance options, continued use, or rehabilitation of the historic property (not necessary for most archaeological sites). In addition, the public (interested parties, holders of permits, owners of affected lands, and private individuals) may be allowed to review and comment on the project, and participate in the decision-making process.

If the SHPO concurs with the results of the Section 106 Survey submittal being “no historic properties affected” or “no adverse effect to a historic property,” Section 106 compliance is completed. The date of the SHPO letter would be used as the Section 106 compliance date. If the result of the survey is “adverse effect to a historic property” the LPA precedes with Steps 3 and 4.

If the project changes after receipt of the SHPO letter with a “no historic properties affected” or “no adverse effect to a historic property” concurrence, the project must be resubmitted to the SHPO with the changes to the project identified. '''A change in the scope of the project may change the effects of the project on historic properties.'''

In instances where a project has an adverse effect, prior to continuing to the next step, the Advisory Council on Historic Preservation (Council) must be notified of the adverse effect and be invited to participate in consultation for the development of a Memorandum of Agreement (MOA). The [[media:136.6.16 2018.pdf|LPA Project Checklist for Adverse Effects]] for Addressing Adverse Effects under Section 106 and “use” under Section 4(f) summarizes the steps the LPA must complete and which agencies will be involved in reviewing information. The LPA should complete the e106 form following the Directions, except leave Section 4 blank (see [[media:136.6.15.docx|Fig. 136.6.15, the example e106 form]]). The form should be e-mailed, along with supporting documentation to MoDOT for review. Once the form meets MoDOT approval, it will be forwarded to FHWA to be submitted to the Council, which has two weeks to respond.

The Council will become involved in consultation if the project has:

:1. Substantial impacts on historic properties, meaning that nationally significant properties or unusual properties are present or there are a large number of properties being affected by the project, including multiple properties within a historic district;

:2. They may become involved if the project presents questions about Section 106 policy or how the Section 106 regulations are interpreted;

:3. The project has the potential for presenting procedural problems. Procedural problems could include substantial public controversy, disputes among the consulting parties, likely litigation, or requests for Council involvement by consulting parties; or

:4. The project presents issues of concern to Indian tribes.

If an adverse effect cannot be avoided for certain kinds of historic properties, FHWA may determine that a Section 4(f) evaluation must be completed. Cultural resources requiring Section 4(f) evaluation are typically architectural or bridge resources, or archaeological sites that warrant preservation in place (usually mortuary sites). [http://environment.fhwa.dot.gov/4f/index.asp Section 4(f) of the Department of Transportation Act of 1966] states that a transportation project requiring the use of publicly owned land of a public park, recreation area, wildlife and waterfowl refuge, or a historic site (i.e., a “historic property” as defined by Section 106) may be approved only if:

:1) There is no prudent and feasible alternative to using that land; and

:2) The project includes all possible planning to minimize harm to the park, recreation area, wildlife and waterfowl refuge, or historic site resulting from the use.

Section 4(f) is unique to Department of Transportation projects and is a process that can take up to 12 months. The LPA should make sure it works closely with MoDOT and FHWA if there is a possibility of a need for a Section 4(f) Evaluation. Information on the Section 4(f) Evaluation process is provided elsewhere in EPG 136, however if the project is a bridge replacement and the only Section 4(f) issue is the bridge, MoDOT Historic Preservation will complete the Programmatic Section 4(f) evaluation documentation for FHWA review, using information provided by the LPA.

[[image:136.6.4.1.3.jpg|center|750px|thumb|<center>'''Portal View of the Historic Big Creek Bridge</center>''']]

===136.6.4.1.3 Step 3, Preparation of the Memorandum of Agreement===

'''If historic properties will be adversely affected by the project, the LPA will coordinate with the MoDOT Historic Preservation staff, SHPO and FHWA in preparation of a Memorandum of Agreement (MOA). Section 106 is not complete until an MOA is executed and the stipulations are completed.'''

The steps involved in developing an MOA and providing the information necessary for a Programmatic Section 4(f) Evaluation (if the adverse effect is to a historic bridge) are also detailed in the LPA Project Process Checklist for Addressing Adverse Effects under Section 106 and “use” under Section 4(f).

If adverse effects to a historic property cannot be avoided, a MOA will be prepared through consultation with LPA, FHWA, MoDOT, the SHPO, and other appropriate consulting parties. The MOA will document the stipulations to be carried out to mitigate the adverse effect upon the historic property(ies), including the appropriate level of documentation for the resource. If the resource is a bridge, the ''Levels of Bridge Documentation (State Level) for Section 106 Mitigation of Adverse Effect'' (Bridge Documentation Standards) should be referenced including the level at which the bridge will be documented. It is a legally binding agreement document that is signed by the signatory parties (usually the FHWA, SHPO and the LPA). [[media:136.6.7 2017.docx|Fig. 136.6.7]] provides an example of a MoDOT bridge MOA and the [[media:136.6.15.docx|e106 form]]. In addition, the Council provides a “model MOA” for archaeological data recovery on its website.

'''If the adverse effect is to a Native American archaeological site, the FHWA must consult with the Indian tribes with a historical interest in the project area and provide them an opportunity to participate in the consultation process.'''

:a. The MOA process is started by the LPA’s preparation and submittal of a draft MOA and the e106 form updated to include consultation that may have occurred on the project since the Council notification occurred, and an Alternatives Analysis (for bridge projects). The documents are forwarded to MoDOT Historic Preservation for review and comment.

:b. The Alternatives Analysis must include the following information (for additional information on the alternatives that must be considered, consult the [https://www.environment.fhwa.dot.gov/4f/4fbridge.asp FHWA Programmatic Section 4(f) Web-page]):

::1. A description of the purpose and need for the project;
::2. A description of the current condition of the bridge;
::3. A discussion of the do nothing alternative
::4. A discussion of the rehabilitation option for the bridge;
::5. A discussion of an alternative that would save the bridge by realigning the road to avoid the bridge;
::6. A discussion of an alternative that would relocate the bridge to another location to save it (can include discussion of the advertising efforts and their results)
::7. Rough cost estimates for the alternatives, including construction and right of way.

:c. When the MOA is satisfactory, MoDOT will inform the LPA, SHPO and FHWA that it is satisfactory. If the Council has responded, the LPA can begin the process of signing the MOA. The LPA should prepare a copy of the MOA for each signatory.

:d. If the adverse effects are to a Native American archaeological site, FHWA will provide a copy of the draft MOA and accompanying information to Indian tribes with historical interest in the project area or attach religious and cultural significance to the site to provide them the opportunity to participate in the consultation process.

:e. The LPA will send the signed MOA to the SHPO, using text similar to the [[media:136.6.17.docx|sample letter]] and copy MoDOT and FHWA on the transmittal letter. The SHPO will sign the MOA and forward it to the FHWA for execution, copying MoDOT and the LPA on the transmittal letter. The MOA is considered to be executed upon FHWA signature, who is the last party to sign the document (general signatory order is LPA, any other invited signatories, SHPO and then FHWA).

:f. Once the MOA is executed, MoDOT will prepare the Programmatic Section 4(f) evaluation for bridge projects and submit it to FHWA (see the LPA Project Process Checklist for Addressing Adverse Effects under Section 106 and “use” under Section 4(f) for further details of how Section 4(f) fits into the Section 106 process).

If Steps 3 and 4 are required, the date the MOA is executed can be used as the Section 106 compliance date when requesting authorization to proceed from MoDOT and FHWA.

===136.6.4.1.4 Step 4, Mitigation of Adverse Effect===

'''The LPA will implement and fulfill the stipulations of the MOA. Ultimately, the SHPO must concur that the stipulations of the MOA have been satisfied. '''

Following the execution of the MOA, the LPA will implement stipulations of the MOA to mitigate the adverse effects upon the historic property(ies). The following mitigation measures have been used on various projects:

'''Bridges and Architectural Resources'''

The LPA and FHWA consult with the SHPO to determine the level and kind of documentation required for the historic property during the development of the MOA: Historic American Engineering Record (HAER) documentation, Historic American Building Survey (HABS) standards, or state-level documentation, as identified in the [http://sharepoint/sites/de/epg/Lists/EPGResponse/Attachments/243/Bridge%20Documentation%20Standards_28_May_2015.pdf ''Levels of Bridge Documentation (State Level) for Section 106 Mitigation of Adverse Effects (Bridge Documentation Standards)'']. For most of these historic properties the state-level documentation is selected as the preferred method for recordation.

Bridges are advertised (in compliance with MAP-21) for availability and offered to interested parties for reuse in place or at an alternate location, but will be demolished if no one expresses a reasonable interest. The bridge should be advertised on MoDOT’s [http://www.modot.org/freebridges/ Free Bridges webpage] for a minimum of 60 days, which can be done in coordination with MoDOT Historic Preservation staff, as well as direct marketed to local governments, historical or preservation societies and trail groups in the area. The SHPO should be consulted regarding the agencies the bridge will be direct marketed to (this can be done as part of the MOA consultation). The transfer of ownership or demolition of the bridge occurs after the archival photographs, or the selection of photographs, has been accepted by the SHPO as adequate for the resource.

The specific HABS/HAER guidelines can be found at the [http://www.nps.gov/history/hdp/standards/guidelines.htm National Park Service’s Heritage Documentation Programs website], but the basic documentation usually includes:

:1. Copies of original plans or drawings. If copies of the original plans are not available, measured drawings may be produced at a precise scale from actual dimensions recorded in the field. Drawings may be produced either by hand or with computer-aided drafting.

:2. Large-format photographs are produced as contact prints from 4x5 and 5x7 black-and-white negatives and color transparencies. The formats allow maximum enlargement with minimal loss of detail and clarity, and the black-and-white processing allows for archival stability.

:3. Written histories place the site or structure within the appropriate context, addressing both the historical and the architectural or engineering aspects of its significance.

Bridges should be documented to the Bridge Documentation Standard designated in the MOA. Guidance for researching, describing and photographing a historic bridge can be found in [[media:136.6 How to Document a Historic Bridge for Mitigation.pdf|How to Document a Historic Bridge for Mitigation]].

:If the SHPO recommends that the historic property be documented to the state level of documentation, the following information should be provided:

::1. 8 in. X 10 in. high-resolution black-and-white digital images (>600 dpi) to fully document overall views and details of the historic property. Photographs should be taken and processed according to [http://www.nps.gov/nr/publications/bulletins/photopolicy/index.htm standards for photographs] accompanying National Register documentation, including the appropriate considerations for paper and ink. It is a good idea to identify the paper and ink used, if possible. Digital, archival standard, compact discs with all views will be provided.

::2. A historic narrative and technical descriptions for the historic property.

::3. Plans or drawings for the historic property; specifically, floor plans for the historic building if it is architecturally significant and/or a copy of the original engineering construction plans for the historic bridge.

::4. The final documentation shall be provided to the SHPO along with archival digital discs containing the TIFF images and report PDF. Additional copies shall be provided to appropriate local historical groups, and retained by the LPA. Bound copies and/or CDs of the final documentation also will be available to others upon request.

{| style="margin: 1em auto 1em auto"
|-
|[[image:136.6.4.1.4 depot.jpg|400px|thumb|<center>'''Historic Marthasville Depot'''</center>]] ||[[image:136.6.4.1.4 restored depot.jpg|400px|thumb|<center>'''Restored Historic Marthasville Depot'''</center>]]
|}

The guidelines for [http://sharepoint/sites/de/epg/Lists/EPGResponse/Attachments/243/Bridge%20Documentation%20Standards_28_May_2015.pdf State Level Bridge Documentation Standards] are available. The general standards are described below. For all state level documentation photographs taken to NRHP standards are required.

:1. Level I documentation is for major rivers and their tributaries and includes in depth documentation of the history of the bridge, including describing its planning process, how it influenced social history, commerce, and other broad patterns of history. 8X10 inch photographs, bridge plans, and a bridge description are required.

:2. Level II documentation is a moderate level of documentation for small rivers and major creeks, with no significant association with historical events. It is anticipated that most bridges will be documented at this level. Historical documentation should document the engineering and transportation significance of the bridge including the planning for the bridge. 8X10 inch photograph, bridge plans and a brief description are required.

:3. Level III documentation consists of a well-documented inventory form with citations, and will be used for bridges over small streams away from populated areas, lettered routes in rural areas, and for bridges that may contribute to a historic district but not be individually eligible. The documentation includes 8X10 inch photographs, bridge plans and a bridge description.

:4. Level IV documentation is for bridges over small streams, creeks, highways or railroad crossings, that are not individually eligible but contribute to a larger historic property, and which have a low level of integrity; it is anticipated that few bridges will qualify for this level of documentation. This documentation consists of a documented inventory form, bridge plans and 5X7 inch photographs.

'''Archaeological Sites'''

If the adverse impacts to a National Register eligible archaeological site cannot be avoided (e.g., changes in roadway alignment, fencing, and burial under roadway fill) the usual mitigation measure is data recovery (i.e. site excavation). Excavation activities are typically limited to within the project limits. The guidance outlined in the Council’s publication, [https://www.achp.gov/digital-library-section-106-landing/recommended-approach-consultation-recovery-significant ''Recommended Approach for Consultation on the Recovery of Significant Information from Archaeological Sites''], should be followed in developing an archaeological data recovery plan. If a site is excavated, a qualified archaeologist must conduct the field investigations, analyze the remains, and prepare a Phase III data recovery report. Artifacts from excavations are the property of the LPA and must be curated at an archaeological curation facility. If human remains are encountered during the excavation, SHPO must be contacted and the state burial law ([https://revisor.mo.gov/main/OneSection.aspx?section=194 RSMO 194]) will need to be followed. Notification of the human remains should also be provided to FHWA and may need to be provided to consulting Indian tribes.

In addition to the documentation materials for the SHPO and FHWA, and the National Park Service's Heritage Documentation Program for HAER and HABS, additional copies may be needed for distribution to local repositories (historical society or local library) and interested parties.

If Steps 3 and 4 are required, then the date that FHWA signed the MOA is used as the Section 106 compliance date.

==136.6.4.2 Section 4(f) of the U.S. Department of Transportation Act of 1966 and Section 6(f) of the Land and Water Conservation Fund Act (LWCFA) Properties==

Section 4(f) of the U.S. Department of Transportation Act of 1966 requires that special consideration be given to publicly owned lands, or those held under a long-term lease, that are intended for use as public parks, recreation areas, or wildlife and waterfowl refuges as well as to publicly and privately owned historic sites listed or eligible for listing on the National Register of Historic Places. Codified at 49 U.S.C. 303, Section 4(f) applies to projects that receive funding from or require approval by a Department of Transportation (DOT) agency such as [http://www.fhwa.dot.gov/ FHWA].

It is the LPA’s responsibility to establish whether the project will require the use of or impact any Section 4(f) resources. The LPA will evaluate possible use of Section 4(f) resources early in the development of a project, when various alternatives for the proposed project are being considered. Ultimately, FHWA makes all decisions regarding Section 4(f) compliance for highway projects: whether Section 4(f) applies to a property, whether a use will occur, whether a de minimis impact determination (discussed below) is made, assessment of each alternative’s impacts to Section 4(f) properties, and (after consulting with the appropriate officials who have jurisdiction) whether the law allows selection of a particular alternative.

Before FHWA approves a project that uses Section 4(f) property, either the use must be determined to be de minimis or a Section 4(f) Evaluation must be completed. If the Section 4(f) Evaluation identifies a feasible and prudent alternative that completely avoids Section 4(f) properties, that alternative must be selected. If there is no feasible and prudent alternative that avoids all Section 4(f) properties, FHWA has some discretion in selecting the alternative that causes the least overall harm. FHWA may approve the use of land (permanent or temporary) from a Section 4(f) resource '''only if''':

:1. There is no feasible and prudent avoidance alternative to the use of land from the property and

:2. The action includes all possible planning to minimize harm to the property resulting from such use.

===136.6.4.2.1 Section 4(f) for Historic Properties===

To determine the applicability of Section 4(f) to historic sites, the LPA will consult with the FHWA (through the MoDOT district and MoDOT Historic Preservation staff), SHPO, and appropriate local officials to identify all properties listed on or eligible for the NRHP. The Section 4(f) requirements apply only to NRHP-listed or eligible properties that will be adversely affected, including archaeological sites chiefly significant for preservation in place, not data recovery.

===136.6.4.2.2 Section 4(f) for Public Lands===

If the federal, state, or local officials having jurisdiction over a park, recreation area, or refuge determine that the entire site is not significant, consideration under Section 4(f) is not required. The Section 4(f) land is presumed significant without such a determination and FHWA will decide whether Section 4(f) applies. Refer to [[media:136.6.8 2013.doc|Fig. 136.6.8]] and [[127.10_Section_4(f)_Public_Lands|EPG 127.10]] for more information on 4(f).

For federal or other public land holdings (e.g., state forests) that are managed for multiple uses under statutes permitting such management, Section 4(f) applies only to those portions of such lands that function for or are designated in the plans of the administering agency as being for significant park, recreation, or wildlife and waterfowl refuge purposes. The officials having jurisdiction over the lands determine which lands so function or are so designated, and the significance of those lands. FHWA reviews this determination to assure it is reasonable. The determination of significance applies to the entire area used for such park, recreation, or wildlife and waterfowl refuge purposes.

===136.6.4.2.3 ''De Minimis'' Determination===

A ''de minimis'' finding means that a transportation use of a Section 4(f) property will cause minimal impact to the resource after considering impact avoidance, minimization, and mitigation or enhancement measures. If FHWA determines that the use of Section 4(f) land will have no adverse effect on the protected resource and obtains written agreement to such determination from the responsible official(s) with jurisdiction over the resource, an analysis of avoidance alternatives is not required and Section 4(f) is complete. Although a ''de minimis'' impact determination does not require evaluating whether avoidance alternatives are feasible and prudent, FHWA does consider any impact avoidance, minimization, and mitigation or enhancement measures that are included in the project to address the impacts and adverse effects on the Section 4(f) resource. The purpose of taking such measures into account is to encourage incorporating Section 4(f) protective measures as part of the project. ''De minimis'' impact findings are expressly conditioned upon implementation of any measures that were used to reduce the impact to a ''de minimis'' level. The LPA is responsible for ensuring such measures are implemented.

The ''de minimis'' impact criteria for historic sites are different from those for parks, recreation areas, and wildlife and waterfowl refuges. ''De minimis'' impacts on historic sites are defined as either a “no adverse effect” determination or “no historic properties affected” in compliance with Section 106 of the NHPA. ''De minimis'' impacts relative to publicly owned parks, recreation areas, and wildlife and waterfowl refuges are those that do not adversely affect the activities, features, or attributes of the resource.
<div id="In making a de minimis"></div>
In making a ''de minimis'' impact finding, FHWA must consider the facts supporting a ''de minimis'' impact determination, the record of coordination that precedes the'' de minimis'' finding, and the concurrence of the official(s) with jurisdiction. FHWA has the ultimate responsibility of ensuring that ''de minimis'' impact findings and required concurrences are reasonable. If FHWA makes a ''de minimis'' determination, the MoDOT district contact will notify the LPA, who will need to assemble the documentation required to support the finding. [https://www.environment.fhwa.dot.gov/legislation/section4f.aspx?_gl=1*mavdga*_ga*MTY5NzY4ODA1OC4xNzExMTM2MTgy*_ga_VW1SFWJKBB*MTcxMTEzNjE4MS4xLjEuMTcxMTEzNjQxNi4wLjAuMA.. Documentation requirements] are available. The public must also be afforded an opportunity to review and comment on the effects of the project on the protected activities, features, or attributes of the Section 4(f) property (see [[:Category:129 Public Involvement#129.8 Section 4(f) Lands|EPG 129.8 Section 4(f) Lands]]).

===136.6.4.2.4 Programmatic Section 4(f) ===

FHWA has approved five nationwide programmatic Section 4(f) evaluations. One covers federal-aid highway projects that use minor amounts of land from publicly owned public parks, recreation areas, or wildlife and waterfowl refuges. A second covers highway projects that use minor amounts of land from historic resources either listed on or eligible for the National Register of Historic Places (NRHP). The third programmatic Section 4(f) covers the use of historic bridges. The fourth is for independent bikeway or walkway construction that requires the use of recreation areas or parkland. The fifth is the net benefit programmatic Section 4(f) evaluation for projects that will use land from a Section 4(f) park, recreation area, wildlife or waterfowl refuge, or historic property and will result, in the view of FHWA and the official(s) with jurisdiction over the Section 4(f) property, in a net benefit to the 4(f) property.

The programmatic Section 4(f) documentation must demonstrate that the project meets applicability criteria for a programmatic evaluation, that avoidance alternatives have been evaluated, that no feasible and prudent alternatives exist, and that appropriate mitigation measures have been included. It must also include correspondence demonstrating that the official(s) with jurisdiction over the Section 4(f) resource agrees with the assessment of impacts and with the proposed mitigation measures. The documentation should be self-contained and self-explanatory since it will be available to the public upon request. With the exception of the programmatic Section 4(f) for historic bridges, a programmatic 4(f) evaluation cannot be used on projects requiring preparation of an EIS.

Using the nationwide programmatic evaluations can streamline the Section 4 (f) process for qualifying projects by eliminating some of the project-by-project internal review and interagency coordination. The [http://www.environment.fhwa.dot.gov/4f/4fnationwideevals.asp applicability criteria for the programmatic Section 4(f) evaluations] are available. For projects meeting the criteria, the programmatic Section 4(f) evaluation satisfies the requirements of Section 4(f) and no individual Section 4(f) evaluations need be prepared. The FHWA division office is responsible for reviewing each individual project to determine whether it meets the criteria and procedures of the programmatic Section 4(f).

===136.6.4.2.5 Section 4(f) Evaluation Process===

When adequate support exists for a Section 4(f) determination and the use of the property does not qualify for a de minimis determination or one of the nationwide programmatic Section 4(f) evaluations, the LPA will complete a Section 4(f) Evaluation. The evaluation must specifically explain why the alternatives to avoid the Section 4(f) property are not feasible and prudent and describe all measures that will be taken to minimize harm to the Section 4(f) property. Supporting information should demonstrate that there are unique problems or unusual factors involved in the use of alternatives that avoid the properties or that the cost, social, economic, environmental impacts, or community disruption resulting from such alternatives reach extraordinary magnitudes.

FHWA will review the final Section 4(f) evaluation for legal sufficiency before issuing an approval. LPAs will not proceed with any project requiring the use of Section 4(f) property and determined to be classified as a CE until notified by FHWA of Section 4(f) approval. For projects classified as EA or EIS, Section 4(f) approval is documented on a separate signature page concurrently with FHWA’s approval of the Finding of No Significant Impact (FONSI) or the final EIS. For EIS projects, the LPA should briefly summarize the Section 4(f) impacts and mitigation measures in the Record of Decision (ROD).

Circulation of a separate Section 4(f) evaluation is required when:

1. A proposed modification to the alignment or design after approval of the CE, EA, FONSI, draft EIS, final EIS, or ROD would require the use of Section 4(f) property;

2. FHWA determines that Section 4(f) applies to a property after approving the CE, EA, FONSI, draft EIS, final EIS, or ROD; or

3. A proposed modification to the alignment, design, or measures to minimize harm after the original Section 4(f) approval would result in a substantial increase in the amount of Section 4(f) land use, a substantial increase in the adverse impacts to Section 4(f) land, or a substantial reduction in mitigation measures.

If FHWA determines that Section 4(f) is applicable after approval of the CE, EA, FONSI, final EIS, or ROD, the decision to prepare and circulate a Section 4(f) evaluation will not necessarily require the preparation of a new or supplementary environmental document. Where a separate circulated Section 4(f) evaluation is prepared, such evaluation does not necessarily:

1. Prevent the issuance of new approvals,

2. Require the withdrawal of previous approvals, or

3. Require the suspension of project activities for any activity not affected by the Section 4(f) evaluation.

Detailed information on preparing a Section 4(f) Evaluation is provided in [[media:136.6.9.doc|Fig. 136.6.9]].

===136.6.4.2.6 Section 6(f) of the Land and Water Conservation Fund (LWCF) Act and Similar Grant Programs===

The Land and Water Conservation Fund (LWCF) Act provides funds for the acquisition and development of public outdoor recreation facilities. These could include community, county, and state parks, trails, fairgrounds, conservation areas, boat ramps, shooting ranges, etc. Section 6(f) of the LWCF Act places restrictions on public recreation facilities funded with LWCF monies— LWCF-assisted facilities must be maintained for outdoor recreation in perpetuity. Therefore, use of such property for a transportation project will require mitigation that includes replacement land of at least equal value and recreational utility. Section 6(f) documents are lengthy, frequently taking one to two years to process, and also require a signed Section 4(f) document to be completed.

Section 4(f) ''de minimis'' impact findings do not satisfy the requirements of Section 6(f) of the LWCF Act or other U.S. Department of Interior (DOI) grants-in-aid programs. Projects that propose the use of land from a property or site purchased or improved with funds under the LWCF Act, the Federal Aid in Sport Fish Restoration Act (Dingell-Johnson Act), the Federal Aid in Wildlife Restoration Act (Pittman-Robertson Act), or other similar law, or lands otherwise encumbered with a federal interest will require the LPA to coordinate with the appropriate federal agency regarding the agency's position on the land conversion or transfer. Other federal requirements that may apply to the Section 4(f) land should be determined through consultation with the officials with jurisdiction or appropriate DOI or other federal official. These federal agencies may have regulatory or other requirements for converting land to a different use. These requirements are independent of a ''de minimis'' impact finding and must be satisfied.

The Urban Park and Recreation Recovery (UPARR) program has provided funds toward the renovation and rehabilitation of numerous urban parks and recreation facilities. Although the UPARR funds may have been used in only a portion of a site or facility or were only a small percentage of the funds needed to renovate or rehabilitate a property, no property improved or developed with UPARR assistance can be converted to other than public recreation uses without the advance approval of the National Park Service. To be approved, a formal request for the conversion must be made by the grant recipient (urban city or county). The request must document that all alternatives to the conversion have been evaluated and rejected on a sound basis, required replacement land being offered as a substitute is of reasonably equivalent location and recreational usefulness, and the property for substitution meets the eligibility requirements for UPARR assistance.

Conversions of land funded by any of the aforementioned grant programs are tightly restricted by terms of the grant agreement and generally require lengthy coordination to meet the requirements for conversion.

==136.6.4.3 Section 404 Permits for Wetlands and Streams==

Projects that involve stream crossing(s) and/or impacts to wetlands under the jurisdiction of the U.S. Army Corps of Engineers (COE) require a Section 404 Permit or written confirmation that impacts will not trigger submittal of a Section 404 permit application. A Section 404 permit may be required for fill in any water body (waters of the U.S.)—lakes, ponds, streams, rivers, and wetlands. The COE will make a final determination as to the extent of its jurisdiction and the appropriate permit(s) for all regulated activities. If the proposed action impacts a wetland, a determination must be made that there is no practicable alternative to the wetland impact or floodplain encroachment.

The following information is required to satisfy NEPA reporting requirements as they pertain to impacts related to Section 404:

:1. A description of impacts to all streams, wetlands, and other water bodies.
:2. All coordination efforts with regulatory and resource agencies to avoid, minimize, and mitigate for impacts.
:3. Impacts of alternatives to the proposed action.
:4. Commitments and other mitigation measures for the project.

Stream and/or wetland impacts exceeding 0.5 acre or channelization beyond the minimum necessary to construct or protect the linear transportation project may require an individual permit. If the COE issues an individual Section 404 permit for project activities, the LPA must obtain an individual Section 401 Water Quality Certification from the Department of Natural Resources (DNR). For a nationwide permit (NWP), the LPA is obligated to follow the conditions specific to the appropriate NWP within DNR’s conditional 401 certifications. Most NWPs will not require an individual request for DNR’s Section 401 Water Quality Certification, because the agency has granted conditional certification for the majority of commonly used NWPs. The LPA must include the appropriate 401 certification conditions for their respective NWP(s) in the construction contract (see Item no. 3, below, for link to conditions).

The LPA should send duplicate permit applications concurrently to the COE and DNR for individual Section 404 permits/401 certifications. The COE application must be accompanied by copies of applicable permits, concurrence/clearance letters, or correspondence from resource agencies (particularly U.S. Fish & Wildlife Service for federally listed threatened or endangered species concerns under Section 7 Endangered Species Act (ESA) and the Missouri Department of Natural Resources’ State Historic Preservation Office (SHPO) for Section 106 compliance) verifying any regulatory requirements for the project. '''Section 404 permit issuance is dependent upon demonstrating compliance with other agencies’ regulatory requirements.''' This applies to both individual permits and NWPs requiring pre-construction notification. Therefore, Section 7 ESA consultation with the USFWS and Section 106 consultation with the SHPO must be complete before the COE will issue a permit or verify NWP coverage (please see EPG 136.6.4.1 and EPG 136.6.4.5 for detailed information on MoDOT’s role in ensuring ESA and Section 106 compliance on behalf of FHWA). Once the COE is ready to issue the individual permit, it will request 401 certification issuance from DNR. The LPA must include in the construction contract both the 404 and 401 permits and the conditions covered therein. A [https://www.usace.army.mil/Missions/Civil-Works/Regulatory-Program-and-Permits/Obtain-a-Permit/ 404 permit application form] is available.
<div id="On linear transportation projects"></div>
On linear transportation projects where permanent fills impacting waters of the U.S. (not including wetlands) do not exceed 0.1 acre, there is no legal obligation to submit an application to the COE, unless one of the pre-construction notification requirements applies (see NWP descriptions and notification requirements, pages 1983-1998 of the [https://www.gpo.gov/fdsys/pkg/FR-2017-01-06/pdf/2016-31355.pdf Federal Register]). If a project meets the “no pre-construction notification” condition, the LPA must provide a written statement to MoDOT verifying that permanent project impacts will not exceed 0.1 acre and upload that determination to the RER as documentation of such. If either temporary or permanent impacts to wetlands will result from project construction, then a permit submittal is required.

For impacts that exceed the nationwide permit pre-construction notification thresholds, the LPA must obtain a permit from the COE and provide it to MoDOT. In either the no pre-construction notification or the permit application submittal scenario, if NWP(s) apply, then the LPA is required to abide by all of the following conditions and include them in all contract proposals to validate the NWP(s):

1. The 32 Nationwide Permit General Conditions. The [https://www.gpo.gov/fdsys/pkg/FR-2017-01-06/pdf/2016-31355.pdf 2017 Nationwide Permit Conditions] define the general conditions on pages 1998-2004 (under ''C. Nationwide Permit General Conditions'').

2. The Regional Special Conditions for NWPs. The Nationwide Permit (NWP) [http://www.mvs.usace.army.mil/Portals/54/docs/regulatory/permits/2017NWP_MORegCon.pdf Regional Conditions] are available.

3. The State of Missouri Section 401 Water Quality Certification General & Specific Conditions. The [https://dnr.mo.gov/water/business-industry-other-entities/permits-certification-engineering-fees/section-401-water-quality State of Missouri 401 Water Quality Certification] conditions for Nationwide Permits are available.

==136.6.4.4 Channel Modification==

Channel changes alter the conditions of the natural waterway and may increase velocity of the flowing water, sometimes enough to damage the highway embankment near the stream or cause excessive scour around footings of structures. Because channel modifications may result in such outcomes, alterations should be avoided to the fullest extent practical. Where channel alterations are unavoidable, the environmental, hydraulic, legal, and geomorphic aspects involved must be evaluated. The effect on peak flow downstream and the affected flow area should be determined. Relative to Section 404 permitting, any channelization should be kept to an absolute minimum and should only be undertaken to facilitate or protect a construction project. The LPA must include justification for any channel changes in the Section 404 permit application.

1. The new channel should duplicate the existing stream and floodplain characteristics as nearly as possible, including stream width, depth, slope, flow regime, sinuosity, bank cover, side slopes, and flow and velocity distribution.

2. Channel modification may be constructed if the average channel velocity would not be increased beyond the scour velocity of the predominant soil type at the project site.

3. The COE will require individual permit authorization for projects with channel modification beyond the minimum needed to construct or protect the linear transportation project. Such modifications must be in the immediate vicinity of the project and the LPA will be required to do stream mitigation to compensate for the channel loss. This can drastically add to the cost of a project; it may require a monetary contribution to an approved stream mitigation bank/in lieu fee program or the acquisition/restoration and/or, in very limited circumstances, protection of a previously impacted stream resource.

==136.6.4.5 Threatened and Endangered Species and Migratory Birds==
{|style="padding: 0.3em; margin-left:7px; border:2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="460px" align="right"
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|'''Threatened and Endangered Species Program Guidance Videos'''
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|[https://youtu.be/Kg3bqv3meJk Chap. 1, Overview and Background Information]
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|[https://youtu.be/jGbwlNbP5-k Chap. 2, Common Field Assessments: Bats and Birds]
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|[https://youtu.be/ZRtRSpUHNTc MDC Tutorial: Natural Heritage Review]
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|'''Threatened and Endangered Species Assessments'''
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|[[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18, Threatened and Endangered Species Federal Aid Transportation Submittal Checklist]]
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|[[media:Fig. 136.6.19.pdf|Fig. 136.6.19, August 2018 MoDOT USFWS Threatened and Endangered Species Habitats]]
|}
Threatened and endangered (T&E) species considerations for FHWA funded projects include potential impacts to rare plants, animals, critical habitat, and natural communities (e.g., caves, prairies, karst). FHWA must document compliance with federal and state laws governing potential impacts to listed species. Project sponsors receiving federal aid are required to thoroughly investigate any impacts their projects might have on federally listed T&E species and any federally designated critical habitats.

The state of Missouri also tracks the status of other plant and animal species that are considered rare in the state, including those that are listed as state endangered in MDC's annual Missouri Species and Communities of Conservation Concern publication. The state Endangered Species Law and the Missouri Wildlife Code protect state listed species. All FHWA funded projects in Missouri must also address potential impacts to state listed species.

===136.6.4.5.1 Laws and Regulations===

* The [http://www.fws.gov/endangered/laws-policies/index.html Endangered Species Act of 1973] (ESA) requires FHWA to consult with the U.S. Fish and Wildlife Service (FWS) regarding their projects and measures that can be implemented to minimize or eliminate project impacts to federally protected species and critical habitats. FHWA has designated MoDOT as the only non-federal agency that can conduct ESA Section 7 consultation on their behalf. Project sponsors must provide MoDOT with all the necessary information to document effect determinations for all federally protected species that could occur in the project area. If necessary, MoDOT will complete Section 7 consultation directly with FWS for all projects which May Affect (positively or negatively) federally listed species.

* The National Environmental Policy Act ([https://www.environment.fhwa.dot.gov/projdev/index.asp NEPA]) of 1969 (as amended) requires consideration of the physical environment for any project that uses federal funding or requires federal permits.

* The Missouri Revised Statute, Title XXXVIII, Chapter 569 (formerly CH 578, Missouri Cave Resources Act), defines prohibited actions for caves regarding trespass, vandalism, contamination, and destruction.

* The Missouri Revised Statute, Title XVI, Chapter 252, which defines the Missouri Endangered Species Law, and the Missouri Code of State Regulations, Title 3, Division 10, Chapter 4 (Wildlife Code: General Provisions) extend special protections to species that are listed as endangered in the state. The Missouri Department of Conservation (MDC) administers the Wildlife Code which pertains to permissible and prohibited actions for Missouri fish, wildlife, and plants. MDC also tracks locations of federally protected and state endangered species and species and communities of conservation concern in Missouri.

===136.6.4.5.2 Process===

The ESA requires federal agencies to evaluate every project and determine whether it could have a negative impact on any federally listed T&E species or their critical habitat. Sponsors must provide this evaluation to MoDOT for their federally funded projects and give sufficient data to justify their impact assessment for each species that could occur in the project area. T&E information should be made available to MoDOT Design Environmental Section at least 6 months ahead of Plan Submittal and Estimates (PS&E) date. Please refer to the [[#136.6.4.5 Threatened and Endangered Species and Migratory Birds|MoDOT T&E Program Guidance videos]] for examples of how to assess species impacts from your federally funded project.
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|'''Additional Info'''
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|[[media:136.6.4.5.2.pdf|FHWA Feb 2015 non-fed designation letter]]
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Under the ESA, no action can be taken that will jeopardize the continued existence of any federally listed threatened or endangered species or result in the destruction or adverse modification of critical habitat for such species. If an action May Affect a federally listed species or critical habitat, FHWA and MoDOT must consult with the FWS to determine how to eliminate or minimize those impacts.

====136.6.4.5.2.1 Sponsor Responsibilities====
The sponsor must submit via the Request for Environmental Review (RER) database the completed T&E assessment package in timely manner to allow a reasonable amount of time to obtain clearance for T&E requirements and consultation, which in some case could take up to 6-8 months. Please refer to [[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18 LPA Environmental T&E Checklist]], to find the appropriate information to be submitted. NOTE: Threatened and Endangered Species clearance is now required by Missouri FHWA prior receiving NEPA classification approval. (See [[LPA:136.8 Local Public Agency Land Acquisition|EPG 136.8 Local Public Agency Land Acquisition]]).

[[image:127.7.2.jpg|center|800px|thumb|<center>'''Missouri is home to 14 species of bats. Three of these species are federally protected and call Missouri caves and forests home. Occasionally, they also call our infrastructure “home”, at least temporarily. Bats can form colonies on or in bridges or use them as temporary day or night roosts, sleeping during the day, or stopping over at bridges to rest at night while feeding. Only one of these photos shows bats in a “natural” habitat; the top left photo is of Indiana bats clustering in a cave, which would be during winter hibernation. The rest are all photos of bats, even federally protected species, taking advantage of the cracks and crevices in our bridge structures. Take care to check bridges for signs of bat use prior to bridge rehabilitation or replacement projects. If you do ever see bats utilizing bridges, please do not disturb them and report the occurrence to the Environmental Staff at MoDOT. </center>''']]

It is up to the sponsor to produce a written evaluation of their project's impacts on each listed species. The sponsor must demonstrate a basic understanding of the habitat requirements for each species from the FWS official project species list and assess if the same habitat exists in the project area. MoDOT has provided example habitat descriptions for the sponsor to use in evaluating project impacts ([[media:Fig. 136.6.19.pdf|Fig 136.6.19]]). If there is suitable habitat in the project limits, then the project May Affect listed species. The sponsor or their consultant should submit the full project limits, easements, right-of-way, utilities, staging, storage, temporary crossing, and access and ground disturbance information along with aerial photos, plans (if available) and diagrams of the full project impacts.

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|'''Excerpt from [[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18 LPA Environmental T&E Checklist]]'''
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|For supplemental instructions, see [[#136.6.4.5 Threatened and Endangered Species and Migratory Birds|MoDOT T&E Program Guidance videos]].
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|[[image:136.6.18photo.JPG|center|720px]]
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The sponsor may be asked to provide additional detailed information about the project which may include contracting for additional species and habitat surveys. The sponsor and/or the consultant may need to work with MoDOT environmental staff to determine measures that could be implemented to minimize the project’s impacts on T&E species. It is important that the sponsor, and not just the consultant, be involved in this process to ensure that suggested changes to the project are feasible and will be implemented. Any measures to minimize or eliminate impacts to T&E species must become contract commitments (i.e., job special provisions, design modifications, plan notes, etc.).

====136.6.4.5.2.2 Environmental Section Responsibilities====
Upon receiving a completed T&E submittal from the LPA sponsor or their consultant (refer to steps in the [[media:Fig._136.6.18_Edited_08.03.2022.pdf|T&E Checklist]]), MoDOT environmental staff will review the project details and impact evaluations from the sponsor and provide a written determination of effect for all listed species. This documentation may be in agreement with or in addition to the sponsor’s evaluation. Official effect determinations must be documented in the permanent NEPA record. MoDOT environmental staff will also specify what actions need to occur to address any environmental issues and who needs to perform those actions (the sponsor or MoDOT). MoDOT will handle all coordination with the FWS to obtain any necessary clearances.

If the sponsor determines and MoDOT agrees that there will be No Effect on listed species or their suitable habitat, then the ESA requires no further coordination at that time. In the RER, MoDOT will document that the project is clear of any T&E species constraints. If any measures or modifications are necessary to achieve a No Effect determination, these will become commitments during the NEPA decision making process and require follow-through for compliance.

If it is determined that a federally listed T&E species, suitable habitat, critical habitat, or other federally protected resource is present or is likely to occur within the project limits and the action may affect a listed species or federally designated critical habitat, FHWA and MoDOT are required to complete ESA consultation with the FWS. The ESA describes two types of consultation, formal and informal. Formal consultation is required when there will be an Adverse Effect on a listed species or Adverse Modification of federally designated critical its habitat. It is rarely necessary, and therefore it is not covered in detail here. Should formal consultation become necessary, FHWA, MoDOT, and the sponsor would work through the process together.

=====136.6.4.5.2.2.1 Informal Consultation=====
Informal consultation is conducted when a T&E species, suitable habitat, or critical habitat is present or likely to occur in the proposed project area and MoDOT on behalf of FHWA has determined that the project “may affect, but is not likely to adversely affect” (NLAA) the species. Informal consultation can only be completed if FHWA and MoDOT can provide data to show that they have removed all potential for the project to have an adverse effect on the species or its critical habitat. As the designated non-federal representative of FHWA, MoDOT environmental staff submits project details, species assessments, and effect determinations to FWS justifying that the project is not likely to adversely affect the species and request written concurrence. The justification for this submittal is taken from the sponsor’s evaluation of the project impacts. It may be necessary for the sponsor to conduct additional surveys, commit to seasonal restrictions, or modify the design of the project to avoid or minimize impacts to listed species. Commitments made during consultation must be followed to be in compliance with federal laws. All T&E commitments must be included in the NEPA documentation and attached to the RER. Once the documentation is submitted to the FWS, they usually respond within 30 days. If they concur with the NLAA determination, and the sponsor has committed to conservation measures which will be implemented for the project, then Section 7 ESA consultation is complete and MoDOT will notify the sponsor with environmental clearance. If FWS does not concur with that determination, then either additional clarification and protection measures may be needed or formal consultation is necessary. Informal consultation with the FWS should begin three to six months prior to Plans, Specs, and Estimates (PS&E) to allow time to complete the process and avoid project delays.

=====136.6.4.5.2.2.2 Range-wide Programmatic Informal Consultation for Indiana Bat and Northern Long-eared Bat Only=====
'''Your project may qualify for consultation under a programmatic agreement for summer bat habitat impacts if certain conditions can be met. The FWS and FHWA entered into an agreement for streamlining consultation for projects that are NLAA Indiana and northern long-eared bats. More information about this programmatic consultation agreement is available in [[127.7_Threatened_and_Endangered_Species#127.7.2.2_Environmental_Section_Responsibilities|EPG 127.7.2.2 Environmental Section Responsibilities]].'''

Generally, if suitable summer bat habitat is present in the project limits, trees to be removed for the project are entirely within 100 ft. of the existing road, and the sponsor commits to seasonal tree clearing (i.e. clearing suitable bat habitat only between November 1 and March 31) then the project likely qualifies for programmatic consultation. The justification for this assessment is taken from the sponsor’s evaluation of the project impacts. It will be necessary for the sponsor to commit to seasonal tree clearing restrictions. MODOT environmental staff will submit documentation to FWS describing project details and verifying the project meets the programmatic consultation criteria. Once submitted to the FWS, they have 14 days to ask for additional information. If there is no comment during that time, the project has automatic concurrence for Indiana and northern long-eared bat impacts. If “No Effect” determinations are made for all other species, then Section 7 ESA consultation is complete and MoDOT will notify the sponsor with environmental clearance.

===136.6.4.5.3 Migratory Birds===

Sponsors could encounter the nests of bird species protected by the [https://www.fws.gov/laws/lawsdigest/migtrea.html Migratory Bird Treaty Act of 1918] (MBTA) while conducting bridge repairs and replacements. Several bird species protected by the Act commonly construct their nests on the underside of bridge decks and on the substructure. These most often include cliff swallows, barn swallows, Eastern phoebes, and American robins. Cliff swallows build their gourd-shaped mud nests in colonies, sometimes containing hundreds of nests. Often, these nests are found on bridges over water but they can also occur on bridges over major highways and railroads, particularly if the bridge is in a floodplain or near permanent water. Barn swallows also build mud nests, but they are cup-shaped and not enclosed like cliff swallows. They will also nest in colonies, but usually these are much smaller than those of cliff swallows.

[[image:136.6.4.5.3.jpg|center|700px|thumb|<center>'''Cliff swallows under a concrete bridge over a stream. This species generally nests in colonies of several birds, building their own nests in a matter of days from mud pellets. Once eggs are laid in a nest, it would be a violation of the Migratory Bird Treaty Act to destroy the nest and its eggs, young birds, or adults without a permit. The general breeding dates for this species in Missouri is April 1 through July 31, however, they could nest before and after those dates. Cliff swallows can brood multiple clutches (groups of eggs) during a single breeding season.'''</center>]]

Eastern phoebe and American robin nests are frequently found on smaller bridges over small rivers. Usually they are on the top of substructure steel components and near the abutments. They are not colony nesters but sometimes 3 or 4 nests can be found on a single bridge. Other MBTA-protected species can also be found nesting on bridges, but they are not common. Several bird species that are not protected by the MBTA are often seen nesting on bridges. These include pigeons (rock doves), European starlings, and house sparrows. These species are all non-native introductions to the US and therefore, they are not protected by the MBTA.

====136.6.4.5.3.1 Laws and Regulations====
The Migratory Bird Treaty Act of 1918 makes it illegal for anyone to take, possess, import, export, transport, sell, purchase, barter, or offer for sale, purchase or barter any migratory bird, or the parts, nests or eggs of such a bird except under the terms of a valid permit issued pursuant to Federal regulations. The migratory bird species protected by the act are listed in [https://www.fws.gov/migratorybirds/pdf/policies-and-regulations/MBTAListofBirdsFinalRule.pdf 50 CFR 10.13]. "Take" refers to killing adults, eggs or young of the bird species protected by the act.

====136.6.4.5.3.2 Process====
All projects that involve impacts to the underside of bridge decks, the substructure, or concrete box culverts should be checked for the presence of nesting birds. For LPA projects, the project sponsor or their consultant is expected to perform the inspection and report it on the Request for Environmental Review (RER) and [[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18 LPA Environmental T&E Checklist]].

Inspections should take place within a year of the anticipated letting date. The checklist notes additional requirements for documenting bridge inspections. If no nests are noted, the project will be cleared and nothing further is required. If nests are noted, a Job Special Provision will need to be placed in the contract that provides guidance on how to avoid violating the MBTA. Often, removal of the old, inactive nests (those without eggs or young) before the project starts, and maintenance of the bridge in a nest-free condition until construction, is necessary. Nest removal should be done in the non-breeding season. Generally speaking, the assumed active breeding season for the majority of the birds that would use bridge and culvert structures as habitat is between April 1 and July 31. However, these are just general dates and no active bird nests should be disturbed without a permit, even outside of these dates.

[[image:136.6.4.5.3.2.jpg|center|475px]]

=====136.6.4.5.3.2.1 Sponsor Responsibilities=====
The Sponsor is responsible for reporting any nests known to be present on the structure when submitting the RER and on the LPA Environmental T&E Checklist (see excerpt below). If nests are present, a JSP for avoidance will be used and must be followed.

<center>
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|'''Excerpt from [[media:Fig._136.6.18_Edited_08.03.2022.pdf|Fig. 136.6.18 LPA Environmental T&E Checklist]]'''
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|For supplemental instructions, see [[#136.6.4.5 Threatened and Endangered Species and Migratory Birds|MoDOT T&E Program Guidance videos]].
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|[[image:136.6.4.5.3.2.1.jpg|center|720px]]
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=====136.6.4.5.3.2.2 Environmental Section Responsibilities=====

During RER reviews, the MoDOT Environmental Specialist will review the project description, plans, photos, and written assessments and determine if the project has the potential to harm protected species. MoDOT will confirm with the sponsor the JSP will be used prior to clearing the Migratory Bird review on the RER. If a project is already under construction, and nests are noted on the bridge, MoDOT will assist in determining if the nests are active, if they belong to an MBTA-protected species, and to provide the sponsor with options to avoid violations of the MBTA.

==136.6.4.6 Base Floodplain and Regulatory Floodway==

Floodplains provide a number of important functions in the natural environment—creating wildlife habitat, providing temporary storage of floodwater, preventing heavy erosion caused by fast-moving water, recharging and protecting groundwater, providing a vegetative buffer to filter contaminants, and accommodating the natural movement of streams. Executive Order 11988—Floodplain Management, Federal Highway Administration (FHWA) policy and procedures in 23 CFR 650, and other federal floodplain management guidelines direct agencies to evaluate floodplain impacts for proposed actions.

Floodplains can be described by the frequency of flooding that occurs. With Executive Order 11988, the base, or one percent annual chance, flood was formally adopted as a standard for use by all federal agencies. The base flood is the flood that has a one percent chance of being equaled or exceeded each year. Thus, the base flood can occur more than once in a relatively short period of time. The base flood is commonly labeled the “one percent flood” and often inappropriately referred to as the “100-year” flood. Larger floods may, and often have, occurred but the one percent flood is the generally accepted regulatory standard.

The National Flood Insurance Program (NFIP) uses the base flood as the standard for floodplain management and to determine the need for flood insurance. When available, NFIP flood hazard boundary maps and flood insurance studies for the project area are used to determine the limits of the base (1%) floodplain and the extent of encroachment (an action within the limits of the base floodplain). The base floodplain is the area of one percent flood hazard within a county or community—that is, the area in which the flood has a one percent chance of being equaled or exceeded in any given year.

The regulatory floodway is the area of a stream or river channel plus any adjacent floodplain areas that must be kept open to convey floodwaters from the base flood without increasing the height of the flood more than a certain amount. Federal Emergency Management Agency (FEMA) restrictions do not allow projects to cause any rise in the regulatory floodway and no more than a one-foot cumulative rise may result from all projects in the base (1%) floodplain. [[media:136.6.10.doc|Fig. 136.6.10]] illustrates the various elements of a typical floodplain.

The LPA provides information on the LPA Request for Environmental Review (RER) form regarding community participation in the NFIP and whether the project is located in a Special Flood Hazard Area (SFHA). The SFHA is the land area covered by the floodwaters of the base flood on NFIP maps and where the NFIP's floodplain management regulations must be enforced. A current list of communities for which FEMA Flood Insurance Studies have been performed is available in the [http://www.fema.gov/national-flood-insurance-program/national-flood-insurance-program-community-status-book National Flood Insurance Program Community Status Book]. [http://www.fema.gov/cis/MO.pdf Missouri-only data] is also available. If the project is located in a community or county that has not been mapped, the LPA notes this. If the community has been mapped, the LPA identifies whether the project is located in the 100-year floodplain and/or regulatory floodway.

The MoDOT district contact will inform the LPA of the need to obtain a floodplain development permit ([http://sema.dps.mo.gov/programs/floodplain/documents/floodplain-develoment-permit.pdf Fig. 136.6.11 LPA Floodplain Development Permit Application]) from the local floodplain administrator or whether, for projects proposed within regulatory floodways, the LPA must obtain a “no-rise” certificate before a Floodplain Development Permit is issued. To find contact information for your local floodplain administrator, use the menu or map feature under Local Floodplain Administrator on the [http://www.sema.dps.mo.gov/programs/floodplain/ State Emergency Management Agency website]. [http://sema.dps.mo.gov/programs/floodplain/documents/no-rise-certification.pdf Fig. 136.6.12] contains the Engineering "No-Rise" Certification form and [[media:136.6.13.doc|Fig. 136.6.13]] describes Procedures for “No-Rise” Certification for Proposed Development in the Regulatory Floodway.

LPAs that participate in the NFIP must ensure that floodplain developments meet the NFIP regulations identified in [https://www.govinfo.gov/content/pkg/CFR-2017-title44-vol1/xml/CFR-2017-title44-vol1-part60.xml Title 44, Code of Federal Regulations], Parts 59 through 78. (Parts 59 and 60 contain the most applicable information for a typical project.) The LPA, with assistance from the local floodplain administrator, is responsible for ensuring that FEMA NFIP requirements are met. The LPA is also responsible for obtaining all required certifications before construction begins. The LPA should note that if a project requires a Clean Water Act Section 404 permit, the floodplain development permit cannot be issued until the 404 permit is issued by the US Army Corps of Engineers ([https://www.govinfo.gov/content/pkg/CFR-2017-title44-vol1/xml/CFR-2017-title44-vol1-part60.xml 44CFR60.3a]). Issuance of the 404 permit is also dependent on other applicable clearances such as Section 106 of the National Historic Preservation Act and Section 7 of the Endangered Species Act. Additionally, because the NFIP requirements may control the hydraulic design of the project, the LPA is advised to investigate this in the early stages of the project.

For the convenience of LPAs and engineers, [http://msc.fema.gov/portal FEMA Flood Insurance Studies and flood maps] pertaining to a project site can be viewed by selecting “Flood Insurance, Flood Maps, and/or All Flood Information.” Hardcopies of the FEMA Flood Insurance Studies and Flood Maps can also be ordered through the same site.

==136.6.4.7 State Emergency Management Agency (SEMA)/Federal Emergency Management Agency (FEMA) Buyout Lands==

The Flood Disaster Protection Act of 1988 (The Stafford Act), under Section 404, identified the use of disaster relief funds for the Hazard Mitigation Grant Program (HMGP), including the acquisition and relocation of flood-damaged property. The Volkmer Bill further expanded the use of HMGP funds under Section 404 to “buy out” flood-damaged property that had been affected by the Great Flood of 1993.

These FEMA buyout properties have numerous restrictions. No structures or improvements may be erected on these properties unless the improvements are open on all sides. The site can be used only for open space purposes and must remain in public ownership. These conditions and restrictions (among others), along with the right to enforce same, are deemed to be covenants running with the land in perpetuity and are binding on subsequent successors, grantees, or assigns. Any project decision involving a FEMA buyout property should consider that it may take two to three years to obtain an exemption from FEMA to use this parcel, and if allowed, the exemption would likely be a permanent easement rather than a transfer of property.

==136.6.4.8 Stormwater and Erosion Control==

Provisions of the federal Clean Water Act (CWA) and related state rules and regulations require stormwater permits for construction activities that disturb areas of one acre or more. Prior to initiation of any federal-aid project, the LPA needs to determine the acreage that will be disturbed. If less than one acre is disturbed, the LPA is exempt from the requirements of the CWA National Pollutant Discharge Elimination System (NPDES) program permits and DNR permit applications. However, there may be other state or local ordinances that must be addressed and the LPA should inquire whether there are local rules and regulations that govern clean water guidelines. Even if a NPDES permit is not required and there are no local clean water guidelines, the LPA must still develop and adhere to a site specific erosion control plan for ANY ground disturbance. If more than one acre is planned to be disturbed, documentation shall be provided in the NEPA document for the project and a commitment to obtain and comply with pertinent NPDES permits shall be listed in the NEPA commitments.

'''Permit for Land Disturbance'''

Missouri Department of Natural Resources (DNR) is Missouri’s regulating agency for environmental compliance. DNR issues land disturbance permits for projects one acre and greater to ensure compliance with the CWA and Missouri’s Clean Water Law. LPA’s will be required to obtain a land disturbance permit from DNR for any applicable project, unless a general operating permit exists for the entity. A few cities (Kansas City, Columbia, and others) and counties have obtained their own land disturbance permits from DNR for generic land disturbance purposes. In these areas, the LPA (city or county government) has its own restrictions and erosion control guidelines to meet the intent of its program. If one acre or more will be disturbed, the LPA should determine whether its city or county is operating under a DNR-approved program. If so, the local government jurisdiction will impose appropriate erosion controls.

When a project will disturb one acre or more and the city or county does not have a DNR-approved stormwater program, the LPA must obtain a permit from DNR and provide documentation that this commitment was completed. The LPA must develop a Stormwater Pollution Prevention Plan (SWPPP) for the project and a site-specific erosion control plan. [http://cfpub.epa.gov/npdes/stormwater/swppp.cfm Some example SWPPPs] are available. The LPA will need to contact the DNR NPDES Water Pollution Control Program office (573-751-1300 or 800-361-4827) for further directions. The LPA is responsible for providing a temporary erosion control plan to be included with the final plan submittal if any amount of acreage is to be disturbed. The plans will detail the types of temporary erosion and sediment control best management practices (BMPs) to be used and where the items will be installed. Further information on design criteria can be found in [[:Category:806 Pollution, Erosion and Sediment Control|EPG 806 Pollution, Erosion and Sediment Control]].

For information on temporary stream crossing pipes and construction, see [[806.8 Storm Water Pollution Prevention Plan (SWPPP)|EPG 806.8 Storm Water Pollution Prevention Plan (SWPPP)]].

'''Individual State Operating Permit for TS4'''

MoDOT has an individual permit (from MDNR) that applies to stormwater (TS4 Permit MO-0137910). If you are inside the limits of a regulated MS4 area, you must adhere to the MS4 requirements as defined in the respective MS4 permit specific to that municipality. Additionally, if you are discharging to a watershed subject to an approved and effective Total Maximum Daily Load (TMDL) that MoDOT is assigned a Waste Load Allocation (WLA) or discharging to an Outstanding National or State Resource Water, directly or through MoDOT’s drainage system (e.g., ditches and stormwater conveyance systems), runoff must be treated for water quality and/or quantity before entering MoDOT’s drainage system. If the project’s land disturbance is 1 acre or more and entirely on MoDOT right of way, you must comply with [[127.29 Stormwater|MoDOT’s TS4 permit]].

==136.6.4.9 Borrow Sites and Other Land Disturbance Activities Outside Right of Way==

Borrow/spoil sites, staging areas, haul roads, and/or burn pits may be located outside the project footprint and therefore were not previously addressed by the NEPA document and other environmental approvals for the project. The LPA is responsible for ensuring that the contractor obtains all necessary environmental clearances for borrow sites and other land disturbance areas—including off-site locations used to deposit excess material or for haul roads. To eliminate possible delays, the LPA should specify in the engineering services contract that a proposed borrow site be investigated. The LPA will provide clearance documentation to the MoDOT district contact. Procedures for environmental clearance of borrow sites and other land disturbance activities outside right of way is available at [[127.27 Guidelines for Obtaining Environmental Clearance for Project Specific Locations|EPG 127.27 Guidelines for Obtaining Environmental Clearance for Project Specific Locations]].” This information is also available through the MoDOT district contact.

The requirements of [[#136.6.4.1 Section 106 (Cultural Resource) Compliance |Section 106 of the National Historic Preservation Act]] apply to all areas of land disturbance. The LPA must complete the [http://www.dnr.mo.gov/forms/780-1027-f.pdf State Historic Preservation Office's Section 106 Project Information Form] and submit it to DNR. The LPA will provide written certification to the MoDOT district contact that the proposed site of land disturbance has been cleared of environmental concerns under all applicable federal and state laws and regulations. These include but are not limited to the Clean Water Act; Section 4(f) of the Department of Transportation Act; the Endangered Species Act; the National Historic Preservation Act; the Farmland Protection Act; Resource Conservation and Recovery Act; Comprehensive Environmental Response, Compensation, and Liability Act; and RSMo Chapter 194, Section 194.400, Unmarked Human Burial Sites. Certification must include all clearance letters and other evidence of coordination with the appropriate regulatory agencies.

==136.6.4.10 Hazardous Waste==

A number of laws and regulations deal with hazardous waste and both underground and aboveground storage tanks. Properties containing hazardous and non-hazardous solid wastes are frequently encountered in new right-of-way acquisitions. Some properties with extensive contamination and legal liabilities may warrant avoidance. For most sites, however, early identification and planning will allow selection of feasible alternatives with incidental costs. In addressing hazardous and solid wastes, the goals are to avoid unacceptable cleanup cost and legal liability and comply with federal and state laws and regulations regarding cleanup. The most common type of hazardous waste site encountered is a petroleum underground storage tank (UST) site. LPAs shall evaluate proposed corridors for hazardous and solid waste sites by conducting a thorough database search and a field check (if necessary). Possible sources include:

:* [http://cfpub.epa.gov/supercpad/cursites/srchsites.cfm Federal Comprehensive Environmental Response, Compensation, and Liability Information System (CERCLIS)]

:* [http://www.dnr.mo.gov/env/hwp/registry-log.pdf DNR Confirmed Abandoned or Uncontrolled Hazardous Waste Disposal Sites in Missouri]

:* [http://www.dnr.mo.gov/env/hwp/downloads/index.htm DNR Missouri Hazardous Waste Generators List]

:* [http://www.dnr.mo.gov/env/hwp/downloads/index.htm DNR Missouri Hazardous Waste Treatment, Storage, and Disposal Facilities List], select Missouri Commercial Hazardous Waste Facilities, List--PUB968

:* [http://www.dnr.mo.gov/env/swmp/facilities/sanlist.htm DNR Solid Waste Facilities List]

:* [http://www.dnr.mo.gov/env/hwp/downloads/hwpet.htm DNR Registered Underground Petroleum Storage Tank List]

:* [http://www.dnr.mo.gov/env/hwp/downloads/hwpet.htm DNR Leaking Underground Storage Tank List]

:* [http://www.pstif.org/ Petroleum Storage Tank Insurance Fund], select Tank Sites tab

:* [http://www.nrc.uscg.mil/nrchp.html National Response Center Hotline], select Services, then query/download and select Standard Reports to run query

:* [http://www.epa.gov/enviro/ EPA Envirofacts], under Other Sites of Interest select Enviromapper

:* Other lists as appropriate.

Coordination with the Environmental Protection Agency (EPA) and DNR will help to determine liability, regulatory requirements, and potential cleanup costs. The potential to encounter unknown wastes from sites not identified through database and/or site reviews by the LPA should always be a consideration. Any unknown sites that are found during project construction shall be handled in accordance with federal and state laws and regulations. Any agency coordination, known hazardous waste site boundaries, and any measures taken to avoid, minimize or mitigate impacts to those areas must be included in the NEPA document. Any work not completed during the NEPA stage must be carried forward as a commitment for construction as appropriate.

===136.6.4.10.1 Renovation and Demolition of Structures===

All structures, including bridges, that will be renovated or demolished must be inspected for asbestos. The reports from these hazardous waste inspections MUST be included in the bid proposal. Demolition or renovation is a three-step process under the asbestos regulations. All structures that meet the criteria as described above must be inspected by an Asbestos Building Inspector. Following the inspection, regardless of whether asbestos is present or not, an Asbestos Demolition Notification shall be made to DNR no fewer than 10 working days prior to beginning the project. If regulated amounts of asbestos are present, an Asbestos Project Notification must also be submitted and an Asbestos Post-Notification must be filed after the work is completed. If abatement is necessary, a certified Contractor Supervisor must be present and a licensed asbestos abatement contractor must do the abatement. Useful links for information on asbestos regulations include:

:* The [http://www.dnr.mo.gov/env/apcp/asbestos.htm main Asbestos Information page]
:* [http://www.dnr.mo.gov/pubs/pub2157.pdf Asbestos Requirements for Demolition and Renovation Projects tech bulletin]
:* [http://www.dnr.mo.gov/forms/780-1226-f.pdf Asbestos Project Notification]
:* [http://www.dnr.mo.gov/forms/780-1923-f.pdf Asbestos Demolition Notification]
:* [http://www.dnr.mo.gov/forms/780-1225-f.pdf Asbestos Post-Notification]
:* [http://www.dnr.mo.gov/ MO DNR] contact: Senora Cressman, Environmental Specialist, office (573) 522-9936, cell (636) 432-8083, fax (573) 751-2706.

===136.6.4.10.2 Painting Bridges and Demolition of Painted Structures===

Painted surfaces of bridges and structures often contain heavy metals such as lead, chromium or barium that are regulated as hazardous waste under federal and state law. MoDOT has entered into a Memorandum of Understanding (MOU) with the Department of Health and Senior Services (DHSS) that stipulates certain requirements for lead abatement contractors. The contractor requirements involve any testing or identifying of lead-based paint on the surface of structures, determining whether a painted structure is a lead-hazard because of deteriorated paint, and performance of lead abatement activities. Specific requirements for LPA projects include:

:1) All contractors and subcontractors performing lead abatement activities must be licensed as Missouri lead abatement contractors. Additionally, employees of the contractors performing lead abatement activities are required to be licensed as Missouri lead abatement supervisor(s) and/or workers,
:2) the project sponsor shall provide notification to DHSS through the submittal of a ''lead abatement project funding agency notification form'' that is required to be submitted 10 days prior to the onset of lead abatement projects, and
:3) the contractor shall also provide notification to DHSS through the submittal of a ''lead abatement project notification form'' that is required to be submitted 10 days prior to the onset of lead abatement projects.

Both the [http://www.modot.mo.gov/business/contractor_resources/LeadPaintActivities.htm MOU and contractor information for lead work activities] are available. [http://www.health.mo.gov/safety/leadlicensing/ Application forms, licensing information and training schedules] are also available.

Painted structures shall be tested prior to painting and demolition to determine proper disposal for the waste generated during the project. The inspection reports MUST be included in the bid proposal. The test results for heavy metal analysis shall be included in the NEPA document, along with the identification of the need to handle and dispose of the material as a hazardous waste. Any work not completed during the NEPA stage must be carried forward as a commitment for construction as appropriate. Note that the information provided herein is not inclusive and LPAs must follow all applicable federal and state laws for these activities.

'''Bridge Painting '''

Wash water and wipes used to clean bridge surfaces prior to painting must be collected and tested to determine whether they are regulated as hazardous waste. If it fails, it must be handled in accordance with federal and state law. Wash water that is not hazardous waste must still be collected and disposed at a Publicly Owned Treatment Works or a National Pollutant Discharge Elimination System (NPDES) permit must be obtained for discharge.

Blast residue must be collected and tested to determine whether it is regulated as a hazardous waste. Bridges with lead-, chromium-, or barium-based paint (or other regulated metals), must be handled as a hazardous waste and transported by a licensed hazardous waste transporter to a permitted Treatment Storage and Disposal (TSD) facility. Hazardous Waste Summary reports must be submitted to the Department of Natural Resources (DNR) for assessment of fees and taxes.

'''Painted Block and Brick in Structures to be Demolished '''

When a building or structure (including bridges) that is to be demolished contains block and brick that is painted, the painted surfaces should be tested for regulated heavy-metal-based paint to determine whether the material can be used for clean fill. As previously described above in the first paragraph of EPG 136.6.4.10.2, for any lead testing activity the contractor must be licensed as a lead abatement contractor and the contractor must provide the proper notification(s) to DHSS. All other demolition debris must be disposed in a demolition landfill. If a demolition landfill is not available, a permitted solid waste landfill can accept it. The levels of certain metals that are acceptable for use as clean fill are listed in the [http://www.dnr.mo.gov/env/swmp/docs/cleanfill09.pdf DNR Tech Bulletin on Painted Block and Brick].

Also refer to ''Missouri Standard Specifications For Highway Construction'' [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1081] on bridge painting and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 202] on demolition.

==136.6.4.11 Farmland Protection Policy Act==

The Farmland Protection Policy Act (FPPA) mandates that agencies identify and take into account the adverse effects of federal projects on farmland. The act requires all federally funded projects to be assessed for the potential conversion of farmland to non-farming purposes. LPAs shall assess the impact of their projects in cooperation with the local Natural Resources Conservation Service (NRCS) office.

If the project requires no additional right of way, farmland assessment is not necessary. When additional right of way is needed, if it is located within city limits and the affected land is entirely developed for uses other than agriculture (e.g., within city limits), the LPA may document this in their files and no further action is required. If it is outside of established city limits, the LPA must complete a [[Media:127.11 Form AD 1006.DOC|Form AD-1006 Farmland Conversion Impact Rating]] (or for corridor type projects [[Media:127.11_Form_SCS_CPA_106.DOC|Form SCS-CPA-106]] and forward it along with the preliminary layouts to the NRCS for agency review.

Forms can also be obtained from the NRCS and may be reproduced. The LPA completes Parts I and III, showing the acreage of new right-of-way and borrow areas, and submits three copies to NRCS. The submittal should request NRCS to fill out Parts II, IV, and V. NRCS assistance in filling out Part VI can also be requested, if desired. The LPA shall also ask NRCS to advise whether any land considered to be farmland is subject to any state or local government policy or programs to protect farmland.

The LPA must complete the form after NCRS returns it. If the total rating exceeds 160 points, the FPPA mandates further consideration of protection. Using the bottom portion of Form AD-1006 labeled “Reason for Selection,” the LPA will document why this site was selected over the other alternative sites and submit one copy of the form along with the preliminary layout. This completes the processing. Under present directives, the LPA will have satisfied the requirements by considering the impact of converting any farmland to non-agricultural use and submitting the completed form. If the project is classified as other than a categorical exclusion, the completed form must be included in the EIS or EA.

==136.6.4.12 Community Impact Assessment (Social/Economic/Environmental Justice)==

[http://www.fhwa.dot.gov/environment/environmental_justice/overview/ Title VI of the Civil Rights Act of 1964 and Executive Order (EO) 12898 on Environmental Justice] apply to all programs and activities of federal-aid recipients, subrecipients, and contractors whether the programs and activities are federally funded or not. Environmental justice should be considered in all project development decisions regardless of the NEPA classification.

Compliance with Title VI and EO 12898 during the NEPA process includes fully identifying social, economic and environmental effects; considering alternatives; coordinating with agencies; involving the public; and utilizing a systematic interdisciplinary approach. Potential impacts to the human environment should drive the transportation decision-making process as much as potential impacts to the natural environment and comparable consideration is to be given to both impacts to the natural and human environment. The final decisions on any proposed project on any federal-aid system are to be made in the best overall public interest, taking into consideration the need for fast, safe and efficient transportation, public services, and the costs of eliminating or minimizing possible adverse economic, social, and environmental effects. Compliance with EO 13166 on Limited English Proficiency should also be considered.

Community impact assessment is key to avoiding the potential for discrimination or disproportionately high and adverse impacts. The LPA will provide a brief description of impacts, if any, to minorities, low-income populations, Limited English Proficiency (LEP) populations, and the community in general. The LPA must document, in the Community Impact Determination form, that a community impact assessment was done or that the project falls under the Programmatic Finding on Community Impacts, Environmental Justice, and Title VI Compliance. Most projects will be small and will have minimal to no impacts. If there are any commercial or residential displacements, the following text must be included in the NEPA documentation:

:The acquisition and relocation of affected residential and commercial properties will be conducted in accordance with the relocation procedures established in the Uniform Relocation Assistance and Real Property Acquisition Policies Act (referred to as the Uniform Act) of 1970, as amended. The Uniform Act and Missouri state laws require that just compensation be paid to the owner(s) of private property taken for public use. The Uniform Act is carried out without discrimination and in compliance with Title VI (the Civil Rights Act of 1964), the President’s Executive Order on Environmental Justice, and the Americans with Disabilities Act.

The LPA must provide relocation services to all impacted households without discrimination under guidance of the Uniform Act. Additional information concerning [http://www.fhwa.dot.gov/environment/environmental_justice/ej_at_dot/ environmental justice] and [http://www.fhwa.dot.gov/environment/community_impact_assessment/index.cfm community impact assessment] is available.

Guidelines regarding public involvement can be found in [[:Category:129 Public Involvement|EPG 129 Public Involvement]]. These guidelines are not to be viewed as all-inclusive. Instead, they outline the minimum level of expectations for public involvement, with each individual effort matching the specific needs of the project and the community involved. Public involvement efforts based on environmental document type can be found in [[:Category:129 Public Involvement#129.4 Public Involvement Based on Environmental Document Type|EPG 129.4 Public Involvement Based on Environmental Document Type]]. Documentation is key and all outreach must be documented in the project files and the Request for Environmental Review (RER).

==136.6.4.13 Noise Standards and Noise Abatement==

Federal legislation in 1970 authorized the use of federal-aid highway funds for measures to abate and control highway traffic noise. MoDOT has a federally approved [[127.13 Noise|traffic noise policy]] to define and conform to the requirements of [http://ecfr.gpoaccess.gov/cgi/t/text/text-idx?c=ecfr;sid=ae7cf57d9d28b534abe1c23c25349e64;rgn=div5;view=text;node=23%3A1.0.1.8.44;idno=23;cc=ecfr Article 772, Code of Federal Regulations (23 CFR 772)] and the noise-related requirements of NEPA. The guidelines in the MoDOT Noise Policy are used to determine the need, feasibility, and reasonableness of noise abatement measures and provide the basis for statewide uniformity in traffic noise analysis. The LPA must use MoDOT’s FHWA-approved noise policy. Refer to [[127.13 Noise|EPG 127.13 Noise]].

==136.6.4.14 Air Quality Requirements==

The Clean Air Act defines requirements for transportation project air quality analysis. In Missouri, requirements are met through conformity demonstrations with established emission budgets contained in the State Implementation Plan (SIP). This process involves projects meeting the definition of "regionally significant" as described in 23 CFR 450.104. At a minimum, this includes all principal arterial highways and all fixed guideway transit facilities that offer a significant alternative to regional highway travel and would normally be included in the modeling of a metropolitan area’s transportation network. Generally, LPA projects will not meet the definition of "regionally significant" and the appropriate response for TIP Number on the Request for Environmental Review (RER) form is “N.A.” In the event a local project is determined to be regionally significant, conformity will be demonstrated through an established process for inclusion in a metropolitan Transportation Improvement Program (TIP).

==136.6.4.15 Wetland Reserve Program==

Wetlands Reserve Easements (WRE) are easements landowners voluntarily enroll in but must follow certain land use requirements and agree to maintain a specific use of their lands. These easements help restore and enhance wetlands which have been previously degraded due to agricultural uses. The easement is held by the United States and administered by Natural Resource Conservation Service (NRCS).

There are different types of easements. '''Permanent Easements''' are conservation easements in perpetuity, then there are 30-year and term easements.

Once an easement is in place, NRCS makes determinations necessary to administer easement rights and interests on behalf of the United States. If there is an impact anticipated to an easement, NRCS must be involved to determine if an administrative action must take place. Easement administrative actions are discretionary and can only be approved if certain conditions, set by NRCS, are met. The LPA would be responsible for providing a project proposal and supporting documentation needed for NRCS to make the determination. This may include but is not limited to, an appraisal and appraisal tech review, NEPA evaluation, environmental phase I analysis, boundary surveys, and letter of support for the project by the landowner. Additionally, mitigation measures may be necessary including purchase and enrollment of additional easement acres to offset those needed, at the LPA’s expense.

MoDOT EHP will provide identification in the RER as early as possible any WRE areas adjacent to LPA project right-of-way. Avoidance of new right-of-way or any type of easements that impact those WRE areas is recommended. If avoidance is not feasible, coordinate as early as possible with MoDOT Specialists and the district, who will work to get NRCS involved to determine next steps.

=136.6.5 Environmental Assessment (EA)=

An EA is prepared when there is uncertainty about the significance of the impacts from a project. FHWA generally expects an EA for two-lane relocation projects and often for add-a-lane projects on new right of way; other types of projects may also require an EA. To avoid delays in project development, the LPA, or its consultant, should initiate preparation of the EA sufficiently early to ensure that NEPA compliance can be achieved before 35% design completion. An EA describes a project’s purpose and need, identifies the alternates that are being considered, and discusses the expected impacts. It should discuss all topics required by FHWA regulations and guidance but should discuss in detail only those where there is potential for a significant impact. The EA should be concise and should not contain long descriptions or include detailed information that may have been gathered or analyses that may have been conducted for the proposed action. [http://environment.fhwa.dot.gov/projdev/impTA6640.asp FHWA Technical Advisory T6640.8A “Guidance for Preparing and Processing Environmental and Section 4(f) Documents”] provides additional direction on the information contained in an EA and the format. The LPA must contact the MoDOT district contact if a significant impact is identified at any time during the preparation of an EA. FHWA will determine whether an EIS needs to be prepared.

The LPA should begin consultation (through either early coordination or a scoping process) with interested regulatory agencies and others at the earliest appropriate time, to advise them of the scope of the project. This consultation will help determine those aspects of the proposed action with potential for social, economic, or environmental impact and will identify other environmental review and consultation requirements that are performed concurrently with the EA. Agencies with jurisdiction by law, such as the COE or the FWS, must be invited to become cooperating agencies. The LPA will provide the MoDOT district contact with draft letters requesting the COE and other agencies to be cooperating agencies and FHWA will send the letters. The LPA will also work with the FHWA to initiate consultation with federally recognized American Indian tribes determined to have an interest in the project area. Such consultation is conducted by FHWA on a government-to-government basis (FHWA determines which tribes and sends the letters); the consultation informs the tribes of the project, asks whether they have any specific concerns, and inquires whether they want to continue to consult on the project. The LPA or its consultant will prepare a draft letter for FHWA’s use but will not contact the tribes. The EA must summarize the results of both agency consultation and public involvement. The LPA, or its consultant, will prepare a preliminary EA (pEA) that encompasses the following items (this list is not to be viewed as all-inclusive and there may be topics that also require analysis):

:* Finalize the location study with all alternates considered, including those discarded, depicted graphically.

:* Indicate the preferred alternate.

:* Evaluate all proposed reasonable alternates equally; the EA must include more than a single build alternative as well as the no build alternate. Reasonable alternates addressed in the EA are those that may be constructed in the event that the preferred alternate is not selected.

:* Identify all previously reported archaeological and historic sites located within the study corridor and all alternates being considered. FHWA will determine whether the location and current condition of previously reported resources require verification. Complete a Phase I archaeological survey for the preferred alternate. Identify all areas for which landowner access was denied or the survey was not conducted at the preliminary EA stage. Determine which sites identified in the project area require Phase II archaeological testing or evaluation. If the Missouri Department of Natural Resources (DNR) determines any sites require further testing, Phase II archaeological testing must also be completed unless coordination with FHWA and the district determine such testing may be postponed to a later time.

:* Identify all buildings and bridges 45 years old or older within all alternates being considered and provide an initial assessment of the resources’ potential eligibility to the National Register of Historic Places (NRHP). Submit all buildings, bridges, and culverts impacted by the preferred alignment, including those less than 50 years of age, to DNR’s State Historic Preservation Office (DNR-SHPO) for concurrence in a determination of eligibility to the NRHP.

:* If the proposed project will adversely impact any NRHP-eligible sites or historical structures, the pEA must include either a draft Memorandum of Agreement (MOA) or draft Programmatic Agreement (PA) identifying uncompleted or mitigation activities to be completed prior to project construction.

:* Indicate impacts to parklands, wildlife refuges, or other publicly owned recreational use areas that may qualify for [http://www.modot.mo.gov/business/manuals/documents/FIG4-6R-2009usethisone.doc Section 4(f) protection], along with a statement as to the status of agency coordination on those impacts. The EA must include a Draft Section 4(f) Evaluation for impacts to these public lands, if applicable, or if the preferred alternate will cause adverse effects to certain kinds of cultural resources that require preservation in place, such as cultural resources that are NRHP-eligible for reasons other than the data associated with them (e.g., the location/setting is important, associated with significant historic events or people; distinctive characteristics of a type, period, or method of construction; involves human burial). Although prehistoric archaeological sites containing human remains will require Section 4(f) consideration, typically prehistoric sites not containing human remains will not require Section 4(f) consideration. A single Draft Section 4(f) Evaluation is prepared for all Section 4(f) resources, including both public lands and historic sites, potentially impacted by the project. This evaluation includes a consideration of all measures to minimize harm to the Section 4(f) resources.

:* Identify any Section 6(f) resources the project will affect. Any Section 6(f)(3) Conversion Documentation required cannot be completed until the NEPA process is concluded because the Section 6(f) document must include copies of the approved FONSI signature page and/or signed Section 4(f) evaluation. However, elements of the Section 6(f) document may be assembled during preparation of the NEPA document.

:* Conduct a preliminary wetland and stream evaluation to identify potential jurisdictional wetland areas and streams. Estimate the areas of, restore, and enhance wetlands in the project area for all alternatives using conventional mapping sources and windshield survey and document expected impacts.

:* Determine the presence or absence of threatened or endangered plant and/or animal species and/or habitats within the project limits.

:* Determine farmland impacts using either [[Media:127.11 Form AD 1006.DOC|Farmland Conversion Impact Rating, Form AD-1006]] for site projects or [[Media:127.11_Form_SCS_CPA_106.DOC|Form SCS-CPA-106]] for corridor projects.

:* If applicable, perform a noise analysis that identifies noise sensitive receptors based on the Noise Abatement Criteria. Determine whether receptors meet the criteria for the installation of a noise wall. If the LPA does not have a noise policy, it is suggested that they use MoDOT’s FHWA-approved noise policy. The location of any necessary noise walls is proposed (this may change subject to subsequent detailed design and public involvement with the affected residents).

:* Determine the number of displacements, the effect on pedestrian and bicycle traffic, the secondary and cumulative impacts and other social and economic impacts of the project.

:* Conduct a records search to determine the presence of possible hazardous waste sites.

:* Demonstrate that the proposed project is in compliance with the Clean Air Act.

The pEA is provided to MoDOT for distribution to FHWA and any formal cooperating agencies (identified as such on the pEA cover sheet) for their review and comment. The document is not to be distributed to anyone outside of these entities. When the LPA or its consultant has addressed the review comments on the pEA, the EA is ready for FHWA’s final review and approval, after which it is made available to the public as an FHWA document.

The EA must be made available for public inspection at the LPA’s office and at the appropriate FHWA field offices as described in the next two paragraphs of this section. Although it is not a federal requirement that the document be circulated for comment, the LPA is encouraged to provide the EA to those federal, state, and local agencies likely to be affected by the action (those with regulatory or other responsibilities relating to the action). As a minimum, the LPA must send notice of availability of the EA, briefly describing the project and its impacts, to the affected units of federal, state, and local government and to Missouri Federal Assistance Clearinghouse, the state intergovernmental review contact established under Executive Order 12372.

MoDOT’s normal practice is to hold a location public hearing for all EAs. Although FHWA regulations do not require public hearings for EAs, the FHWA encourages them on most EAs. For specific EAs depending on the situation, the FHWA division office may require a public hearing after signing the EA and before signing the FONSI. Detailed information on public hearings is located in [[136.7 Design#136.7.6 Public Hearings|EPG 136.7.6 Public Hearings]]. When a public hearing is held as a part of the application for federal funds, the EA must be available at the public hearing and at the LPA’s office and at the appropriate FHWA field offices for a minimum of 15 days in advance of the public hearing. The notice of the public hearing in local newspapers must announce the availability of the EA and where it may be obtained to review. The notice will include a statement advising that comments should be submitted in writing to the LPA within 30 days of the availability of the EA unless FHWA determines that a different period is warranted.

When a public hearing is not held, the LPA must place a notice similar to a public hearing notice and at a similar stage of project development in the local newspapers, advising the public of the EA’s availability at the LPA’s office and at the appropriate FHWA field offices and where to obtain information concerning the project. The notice must invite comments from all interested parties. It will include a statement advising that comments should be submitted in writing to the LPA within 30 days of the publication of the notice unless FHWA determines that a different period is warranted.

==136.6.5.1 Findings of No Significant Impact (FONSI)==

Once the 30-day public comment period has ended and all comments from the public and other agencies have been collected, the LPA or its consultant prepares a Finding of No Significant Impact (FONSI). The FONSI should summarize any public and/or agency coordination that occurred after the EA was signed. The FONSI must satisfactorily address all substantive comments on the EA provided during the 30-day comment period, including those from other agencies, the general public, and as a result of the public hearing. To ensure this, the LPA will provide the MoDOT district contact with a copy of the public hearing transcript and/or any other comments received for transmission to the FHWA along with the FONSI. The FONSI must describe any changes to the EA-designated preferred alternate and document any additional impact analyses performed for the final, selected alternate.

The FONSI must also document compliance with all applicable environmental laws and Executive Orders or provide reasonable assurance that their requirements can be met and briefly present why the action does not have a significant impact. If the proposed project will adversely impact any NRHP-eligible sites or historical structures, either an MOA or a PA executed by the DNR-SHPO, FHWA, Advisory Council on Historic Preservation (ACHP), and the LPA must accompany the letter. The MOA or PA will identify uncompleted or mitigation activities to be completed prior to project construction. If the project will impact prehistoric sites known or likely to contain human remains, the MOA or PA will also be provided to appropriate American Indian tribes with cultural interest in the region for review, comment, and signature if they desire. Accompanying documentation must also include the Final Section 4(f) Evaluation, when required, for any impacted historic structures and for parklands, wildlife refuges, or other public lands affected.

When the FONSI is completed and the listed items are included, the documentation (with a signature page) is provided to MoDOT for distribution to FHWA (and to cooperating agencies for their review and comment if the selected alternate differs from the EA-designated preferred alternate).

If the FONSI is for a new controlled access freeway, a highway project of four or more lanes on a new location, or other action described in 23 CFR §771.115a, the letter to FHWA and accompanying documentation described above must also be made available for public review, including affected units of government, for a minimum of 30 days before FHWA issues a FONSI for the project. A notice similar to that for a public hearing must announce the availability of the documentation. If at any point in the EA process, FHWA determines that the action is likely to have a significant impact, the LPA will be required to prepare an EIS.

FHWA will review the FONSI, accompanying documentation, and any public hearing comments and other comments received regarding the EA. If FHWA determines after reviewing the documentation that there are no significant impacts associated with the project, the FONSI will be signed and a copy of the signed FONSI will be returned to the LPA.

After FHWA issues a FONSI, the LPA is encouraged to provide the FONSI to those federal, state, and local agencies likely to be affected by the action (those with regulatory or other responsibilities relating to the action). As a minimum, the LPA must send a notice of availability of the FONSI to the affected units of federal, state, and local government and the FONSI shall be available from the LPA and FHWA upon request by the public. Notice of availability is also sent to Missouri Federal Assistance Clearinghouse, the state intergovernmental review contact established under Executive Order 12372.

==136.6.5.2 Timeframes==

The project schedule should allow about two years for the entire process. Per CFR 40 §1501.10, to ensure timely decision making, agencies shall complete Environmental assessments within 1 year unless a senior agency official of the lead agency approves a longer period in writing and establishes a new time limit. One year is measured from the date of agency decision to prepare an environmental assessment to the publication of an environmental assessment or a finding of no significant impact.

=136.6.6 Environmental Impact Statement (EIS)=

==136.6.6.1 Draft Environmental Impact Statement==

An EIS is prepared for projects that have clearly identified and significant social, economic, or environmental impacts. FHWA indicates that an EIS is required for four-lane relocations as well as for major bridges or projects that are controversial. To avoid delays in project development, the LPA, or its consultant, should initiate preparation of the EIS sufficiently early to ensure that NEPA compliance can be achieved before 35% design completion.

An EIS describes a project’s purpose and need, identifies the alternates being considered, and discusses expected impacts in detail. To the extent possible, it also indicates compliance with other regulations. The EIS includes procedures to minimize harm and details mitigation measures and all other environmental commitments. [http://environment.fhwa.dot.gov/projdev/impTA6640.asp FHWA Technical Advisory T6640.8A “Guidance for Preparing and Processing Environmental and Section 4(f) Documents”] provides additional direction on the information contained in an EIS and the format.

When FHWA determines that an EIS is required, the LPA will prepare and FHWA will issue a Notice of Intent for publication in the ''Federal Register''. LPAs are encouraged to announce the intent to prepare an EIS by appropriate means at the local level.

After publication of the Notice of Intent, the LPA will begin a scoping process to aid in identifying the range of alternatives and impacts and the significant issues to be addressed in the EIS. Scoping is normally achieved through public and agency involvement procedures. If a scoping meeting is to be held, it will be announced in the FHWA’s Notice of Intent and by appropriate means at the local level. Agencies with jurisdiction by law must be requested to become cooperating agencies. Section 6002 (Efficient Environmental Reviews for Project Decision Making) of the Safe, Accountable, Flexible, and Efficient Transportation Equity Act of 2003 (SAFETEA-LU) updates the environmental review process by adding a new category of “participating agencies” for federal, state, and local agencies and tribal nations that have an interest in the project. The LPA will provide the MoDOT district contact with draft letters requesting the COE and other agencies to be cooperating and/or participating agencies as appropriate and FHWA will send the letters.

The LPA will also work with the FHWA to initiate consultation with federally recognized American Indian tribes determined to have an interest in the project area. Such consultation is conducted by FHWA on a government-to-government basis (FHWA determines which tribes and sends the letters); the consultation informs the tribes of the project, asks whether they have any specific concerns, and inquires whether they want to continue to consult on the project. The LPA or its consultant will prepare a draft letter for FHWA’s use but will not contact the tribes.

Section 6002 stipulates that both participating agencies and the public will be given the opportunity to comment on the purpose and need and range of alternatives for a project. Previously only cooperating agencies were offered such an opportunity. Section 6002 also mandates establishing a coordination plan for agency and public participation and comment. Further information on the SAFETEA-LU environmental review process can be found in FHWA’s [http://www.fhwa.dot.gov/hep/section6002/ SAFETEA-LU ENVIRONMENTAL REVIEW PROCESS FINAL GUIDANCE, Publication L 109-59, November 15, 2006].

The LPA or its consultant will prepare a preliminary Draft EIS (pDEIS) that evaluates all reasonable alternatives to the action and discusses the reasons why other alternatives that may have been considered were eliminated from detailed study. The pDEIS also summarizes the studies, reviews, consultation, and coordination required by environmental laws or Executive Orders to the extent appropriate at this stage in the environmental process. A pDEIS requires completing the following work (this list is not to be considered all-inclusive but a minimum level of effort):

:* Finalize the location study; all alternates considered, including those discarded, must be depicted graphically in the document.

:* Indicate a preferred alternate if one stands out.

:* Evaluate all proposed reasonable alternates equally. Reasonable alternates addressed in the EIS are those that may be constructed in the event that the preferred alternate is not selected. (Provisions of SAFETEA-LU allow FHWA to decide whether the preferred alternative may be developed to a higher level of design detail to facilitate either the development of mitigation measures or compliance with other environmental laws. See FHWA’s 2006 SAFETEA-LU FINAL GUIDANCE, as cited previously, for details.)

:* Identify all previously reported archaeological and historic sites located within the study corridor and all alternates being considered. FHWA will determine whether the location and current condition of previously reported resources require verification.

:* Identify all buildings and bridges 45 years old or older within all alternates being considered and provide an initial assessment of the resources’ potential eligibility to the National Register of Historic Places (NRHP).

:* Indicate impacts to parklands, wildlife refuges, or other publicly owned recreational use areas that may qualify for Section 4(f) protection, along with a statement as to the status of agency coordination on those impacts. The DEIS must include a Draft Section 4(f) Evaluation for impacts to these public lands, if applicable, or if the preferred alternate will cause adverse effects to certain kinds of cultural resources that require preservation in place, such as cultural resources that are NRHP-eligible for reasons other than the data associated with them (e.g., the location/setting is important, associated with significant historic events or people; distinctive characteristics of a type, period, or method of construction; involves human burial). Although prehistoric archaeological sites containing human remains will require Section 4(f) consideration, typically prehistoric sites not containing human remains will not require Section 4(f) consideration. A single Draft Section 4(f) Evaluation is prepared for all Section 4(f) resources, including both public lands and historic sites, potentially impacted by the project. This evaluation includes a consideration of all measures to minimize harm to the Section 4(f) resources.

:* Note the presence of any potential Section 6(f) resources. If Section 6(f)(3) Conversion Documentation is required, it cannot be completed until the NEPA process is concluded because the Section 6(f) document must include copies of the approved ROD signature page and/or signed Section 4(f) evaluation. However, elements of the Section 6(f) document may be assembled during preparation of the NEPA document.

:* Conduct a preliminary wetland and stream evaluation to identify potential jurisdictional wetland areas and streams and possible impacts to them.

:* Determine the presence or absence of threatened or endangered plant and/or animal species and/or habitats within the project limits.

:* Determine farmland impacts using either Form AD-1006 for site projects or Form SCS-CPA-106 for corridor projects.

:* If applicable, perform a noise analysis that identifies noise sensitive receptors based on the Noise Abatement Criteria. Determine whether receptors meet the criteria for the installation of a noise wall. If the LPA does not have a noise policy, it is suggested that they use MoDOT’s FHWA-approved noise policy.

:* Determine the number of displacements, the effect on pedestrian and bicycle traffic, the secondary and cumulative impacts, and other social and economic impacts of the project.

:* Conduct a records search to determine the presence of possible hazardous waste sites.

:* Demonstrate that the proposed project is in compliance with the Clean Air Act.

The pDEIS is provided to MoDOT for distribution to FHWA and formal cooperating agencies (identified as such on the pDEIS cover sheet) and may be offered to participating agencies for their review and comment. The document is not to be distributed to anyone outside of these entities. When the LPA or its consultant has addressed the review comments on the pDEIS, the DEIS is ready for FHWA’s final review. The FHWA, when satisfied that the DEIS complies with NEPA requirements, will approve the DEIS for circulation by signing and dating the cover sheet.

The LPA is responsible for printing the DEIS in sufficient quantity to accommodate circulation to those entities listed in the document as well as requests for copies that can reasonably be expected from agencies, organizations, and individuals. Normally, copies will be furnished free of charge. However, with FHWA concurrence, the party requesting the DEIS may be charged a fee that is not more than the actual cost of reproducing the copy or may be directed to the nearest location where the statement may be reviewed.

Once FHWA signs the DEIS, public and agency comments must be requested. The LPA, on behalf of FHWA, circulates the approved DEIS to federal and state agencies, local entities, elected officials, and others as appropriate for their review and comment. Upon circulation of the approved DEIS to the Environmental Protection Agency (EPA), the EPA publishes a Notice of Availability (NOA) in the Federal Register. Copies of the approved DEIS are also provided for public viewing and copying in the LPA’s office and other public repositories such as libraries and city or county offices. The DEIS must be made available to the public and transmitted to agencies for comment no later than the time the document is filed with the Environmental Protection Agency. The DEIS shall be transmitted to:

:1. Public officials, interest groups and members of the public known to have an interest in the proposed action or the DEIS;

:2. Federal, state and local government agencies expected to have jurisdiction or responsibility over, or interest or expertise in, the action. Copies are provided directly to appropriate state and local agencies and to Missouri Federal Assistance Clearinghouse, the state intergovernmental review contact established under Executive Order 12372; and

:3. States and federal land management entities that may be significantly affected by the proposed action or any of the alternatives. These copies shall be accompanied by a request that such state or entity advise the FHWA in writing of any disagreement with the evaluation of impacts in the statement. FHWA will furnish the comments received to the LPA along with a written assessment of any disagreements for incorporation into the final EIS.

The ''Federal Register'' NOA initiates a period of no less than 45 days for the return of comments on the DEIS. The notice and the DEIS transmittal letter must identify to whom comments may be sent.

A location public hearing is generally held for all projects requiring an EIS. Detailed information on public hearings is located in [[136.7 Design#136.7.6 Public Hearings|EPG 136.7.6 Public Hearings]]. The DEIS shall be available at the public hearing and for a minimum of 15 days in advance of the hearing. The availability of the DEIS shall be mentioned and public comments requested in any public hearing notice and at any public hearing presentation. If a public hearing on an action proposed for FHWA funding is not held, a notice shall be placed in newspaper similar to a public hearing notice advising where the DEIS is available for review, how copies may be obtained, and where the comments will be sent.

==136.6.6.2 Final Environmental Impact Statement==

After circulation of a DEIS, when the 45-day comment period has ended and all comments from the public and other agencies have been collected, a preliminary Final EIS (pFEIS) is prepared. The FEIS identifies the preferred alternative and evaluates all reasonable alternatives considered. It should also discuss substantive comments received on the DEIS and responses thereto, summarize public involvement, and describe the mitigation measures that are to be incorporated into the proposed action. Mitigation measures presented as commitments in the FEIS must be implemented with the project. The following items of work are completed as part of the pFEIS:

:* All substantive comments gathered on the DEIS during the 45-day comment period, including those from other agencies, the general public, and as a result of the public hearing, must be satisfactorily addressed. To ensure this, the LPA will provide the MoDOT district contact with a copy of the public hearing transcript and/or any other comments received for transmission to the FHWA along with the pFEIS.

:* A preferred alternate must be declared.

:* A Phase I archaeological survey must be completed for the preferred alternate(s) and all areas for which landowner access was denied or the survey was not conducted should be identified. A determination should be made of which sites identified in the project area require Phase II archaeological testing or evaluation. If the SHPO determines any sites require further testing, Phase II archaeological testing must also be completed unless coordination with FHWA and the district determine such testing may be postponed to a later time.

:* All buildings, bridges, and culverts impacted by the preferred alignment that were not previously reviewed by the SHPO, including those less than 50 years of age, must be submitted to DNR for concurrence in a determination of eligibility to the NRHP.

:* If the proposed project will adversely impact any NRHP-eligible sites or historical structures, the pFEIS must include either a Memorandum of Agreement (MOA) or a Programmatic Agreement (PA) executed by the DNR-SHPO, FHWA, the LPA, and the Advisory Council on Historic Preservation (ACHP) (all PAs; MOAs if it chooses to participate). The MOA or PA will identify uncompleted or mitigation activities to be completed prior to project construction. If the project will impact prehistoric sites known or likely to contain human remains, the MOA or PA will also be provided to appropriate American Indian tribes with cultural interest in the region for review, comment, and signature if they desire.

:* A Final Section 4(f) Evaluation, when required, must be included in the pFEIS for any impacted historic structures and for parklands, wildlife refuges, or other public lands affected.

:* Identify any Section 6(f) resources the project will affect. Elements of the Section 6(f)(3) Conversion Documentation may be assembled during preparation of the NEPA document, even though the Section 6(f) document cannot be completed until the NEPA decision document has been issued.

:* A preliminary jurisdictional wetland and stream delineation is conducted in the project area for the preferred alternative and expected impacts are documented.

:* Identify whether any consultation with the U.S. Fish and Wildlife Service is required to address threatened or endangered plant and/or animal species within the project limits and any conservation measures resulting from the consultation.

:* The location of any necessary noise walls is proposed (this may change subject to subsequent detailed design and public involvement with the affected residents).

The FEIS will also document compliance, to the extent possible, with all applicable environmental laws and Executive Orders or provide reasonable assurance that their requirements can be met. Every reasonable effort shall be made to resolve interagency disagreements on actions before processing the FEIS. If significant issues remain unresolved, the FEIS must identify those issues and the consultations and other efforts made to resolve them. When the listed items are completed and included in a preliminary FEIS, the pFEIS is provided to MoDOT for distribution to FHWA and formal cooperating agencies (identified as such on the pFEIS cover sheet) and may be offered to participating agencies for their review and comment. The document is not to be distributed to anyone outside of these entities. When the LPA or its consultant has addressed the review comments on the pFEIS, the FEIS is ready for FHWA’s final review and approval. The FEIS will be reviewed for legal sufficiency prior to FHWA approval.

FHWA will indicate approval of the FEIS for an action by signing and dating the cover page. Approval of the FEIS does not commit the FHWA to approve any future request to fund the preferred alternative.

The LPA should print a sufficient quantity of the FEIS to accommodate circulation to the appropriate entities as well as requests for copies that can reasonably be expected from agencies, organizations, and individuals. Normally, copies will be furnished free of charge. However, with FHWA concurrence, the party requesting the FEIS may be charged a fee that is not more than the actual cost of reproducing the copy or may be directed to the nearest location where the statement may be reviewed.

When sufficient copies of the approved FEIS are transmitted to FHWA, FHWA circulates the document to the EPA along with an NOA to be published in the ''Federal Register''. Publication of the NOA initiates a 30-day comment period on the FEIS. The LPA circulates the approved FEIS for review and comment to any persons, organizations, or agencies that made substantive comments on the DEIS or requested a copy, no later than the time the document is filed with EPA. In the case of lengthy documents, the agency may provide alternative circulation processes. The LPA shall also publish a notice of availability in local newspapers and make the FEIS available through the mechanism established pursuant to DOT Order 4600.13 which implements Executive Order 12372. When the FEIS is filed with EPA, it must be available for public review at the LPA’s offices and at appropriate FHWA offices. A copy will also be made available for public review at institutions such as local government offices, libraries, and schools, as appropriate.

=136.6.7 Record of Decision (ROD)=

Substantive comments received on the FEIS are addressed in a Record of Decision (ROD) prepared by the LPA. The ROD also discusses the alternates that were considered for the project, identifies the selected alternate, and discusses why this alternate was selected. The ROD discusses commitments made in the document, including the measures that have been adopted to minimize harm, such as mitigation plans, and details any monitoring and enforcement program, if applicable. After comments are satisfactorily addressed, the ROD is presented to FHWA for approval. Once the ROD is signed by FHWA, the LPA can approve the location of the project and begin detailed design.

The timeframe for completing the EIS process varies. The timeline for completing consultant-prepared EISs is a negotiated item within the scope of work. A good rule of thumb is to allow at least 3 years to get to an approved ROD.

=136.6.8 Supplemental Environmental Impact Statements=

A DEIS, FEIS or supplemental EIS may be supplemented at any time. An EIS shall be supplemented whenever FHWA determines that:

:1. Changes to the proposed action would result in significant environmental impacts that were not evaluated in the EIS; or

:2. New information or circumstances relevant to environmental concerns and bearing on the proposed action or its impacts would result in significant environmental impacts not evaluated in the EIS.

Where FHWA is uncertain of the significance of the new impacts, the LPA will develop appropriate environmental studies or, if FHWA deems appropriate, an EA to assess the impacts of the changes, new information, or new circumstances. If based upon the studies, FHWA determines that a supplemental EIS is not necessary, FHWA shall so indicate in the project file.

A supplement is to be developed using the same process and format (i.e., draft EIS and final EIS as an original EIS except that scoping is not required.

In some cases a supplemental EIS may be required to address issues of limited scope, such as the extent of proposed mitigation or the evaluation of location of design variations for a limited portion of the overall project. Where this is the case, the preparation of a supplemental EIS shall not necessarily:

:1. Prevent the granting of new approvals;

:2. Require the withdrawal of previous approvals; or

:3. Require the suspension of project activities; for any activity not directly affected by the supplement. If the changes in question are of such magnitude to require a reassessment of the entire action, or more than a limited portion of the overall action, FHWA shall suspend any activities that would have an adverse environmental impact or limit the choice of reasonable alternatives, until the supplemental EIS is completed.

More [http://edocket.access.gpo.gov/cfr_2002/aprqtr/pdf/23cfr771.130.pdf detailed discussion of supplemental NEPA documents] can be found on FHWA’s web site.

=136.6.9 Re-evaluations=

If an acceptable FEIS is not submitted to the Federal Highway Administration (FHWA) within 3 years from the date of the DEIS circulation, the LPA shall prepare a written reevaluation of the DEIS in cooperation with FHWA. This reevaluation is used to determine whether a supplement to the DEIS or a new DEIS is needed.

A written reevaluation of the FEIS may be required before further approvals are granted if major steps to advance the action (e.g., authority to undertake final design, authority to acquire a significant portion of the right-of-way, or approval of the plans, specifications, and estimates) have not occurred within three years after the approval of the FEIS, final EIS supplement, or the last major FHWA approval or grant.

Factors such as noteworthy changes in the scope and/or location of the project, whether the project is active or inactive, and changes in environmental laws or regulations can also require a NEPA document reevaluation. Once completed and approved, a NEPA document has a limited shelf life of three years, even when portions of the project are under construction or have already been constructed, as is often the case for lengthy corridor projects. After approval of the ROD, FONSI or CE designation and prior to requesting any major approvals or grants, the LPA shall consult with MoDOT to establish whether the approved environmental document or CE designation remains valid for the requested FHWA action. These consultations will be documented when determined necessary by FHWA.

Whenever the project scope or location changes, the LPA will submit to the MoDOT district contact a Request for Environmental Review (RER) form that describes and shows the changes. Based on that information, the project will be reexamined to determine whether the proposed changes require a reevaluation. When a reevaluation is needed, the LPA prepares the reevaluation documentation. In most cases, the reevaluation is submitted to the FHWA for review and approval. Documentation for reevaluations is based on the original NEPA document type. If the original NEPA document was an EA or EIS, the LPA prepares a letter documenting the reevaluation and submits it to MoDOT for FHWA’s review and approval. Some projects with original NEPA classifications as CEs may also require reevaluations in the form of a letter. FHWA does not routinely require reevaluations in the form of supplemental EAs or EISs. More [http://edocket.access.gpo.gov/cfr_2002/aprqtr/pdf/23cfr771.129.pdf detailed discussion of NEPA reevaluations] can be found on FHWA’s web site.

[[Category:136 Local Public Agency (LPA) Policy|136.06]]

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Talk:Main Page

2010-07-30T17:27:53Z

EPG-Admin:

Why do we have 2 people on the front page that no longer work for MoDOT? Melissa left MoDOT for the City of Olathe and should not be featured on the front page. I can't remember the other guys name, but he has been retired for a couple of years. Can we get a picture with some current employees?

[[USER:smithk|Keith L. Smith:]] Good question. Actually, as time passes, there will probably be several people pictured in the EPG that will have been part of our history. We are interested in portraying aspects of MoDOT (especially people at their work) in interesting, higher quality photos. Thus, the work portrayed is usually of much more importance than the people involved. It will probably not be necessary or desirable to erase photos from past employees. Thank you for your input!

== Main Purpose of "Logging In" to EPG ==

I can use the EPG without logging in to the application. I just logged in for the first time and I see that I can participate in a Discussion Thread. Is this where we would point out spelling errors in the EPG, if we should find them? What is the "vision" for this Discussion Thread?

[[User:Tschid|Dan Tschirgi:]] The discussion capabilities of the EPG are available for users to give comments and suggestions on the content of the guidance. We are also appreciative for anyone pointing out errors and omissions. Members of the Engineering Policy Group watch the articles for specific comments made. The discussions can also take place between any users of the EPG.

== Change Order Approval Rules ==

I do have a suggestion. We could use clarification of the Construction Manual/EPG for the change order approval rules in Section 137.2. Here is the excerpt from the EPG Section 137.2 for a Major Change Order: "5. Any change in a major item greater than 25%. 6. Any change of a contract amount greater than 25%."

It would be clearer if it said percentage of what number. For example, is #5 saying "any change in a major item greater than 25% of the line item or is it 25% of the original contract's Total Dollar Amount for the entire project. It would be helpful to many, I think because this reads as being a little vague in my view.

[[USER:smithk|Keith L. Smith:]] This very item had recently been discussed, but your input helped get the article updated a little more quickly. Thank you for your input. The EPG 137.2 portion of the article now states: 5. Any change in a major line item greater than 25% from the original contract amount for that line item (in dollars). 6. Any change of the contract amount greater than 25% of the original contract bid amount (also in dollars).

== Blue Book for Rental Rates ==

I was wondering why the Blue Book isn't linked to the EPG. There is discussion about the rental rates in section 137.3.2 Form C-FA2. Is it possible to link it? We have a shortcut on our desktops for it, but it could be helpful as part of EPG, perhaps.

[[USER:smithk|Keith L. Smith:]] Thank you for an interesting suggestion - one that has not been presented to us until now. Please forward the link you use and we will discuss if and where to place it in the EPG. This sounds potentially useful!

'''Sam Masters''': Currently there is no web address for the ''The Rental Rate Blue Book for Construction Equipment'' (referred to as the "Blue Book") so we cannot link it to the EPG at this time. However, we understand there may be a web address for this information in a few months. We will stay on top of this effort and will make the link once it is available.

We are also working with Construction and Materials to add additional clarifying information to the EPG concerning specification [http://www.modot.mo.gov/business/standards_and_specs/081001/Sec0109.pdf 109.5.4 Equipment] and how it is to be applied to MoDOT operations.

== External Civil Rights Resource Manual Link - Section 135.6 ==

http://www.modot.mo.gov/business/contractor_resources/External_Civil_Rights/documents/ResourceManual-2007.pdf

I think I posted this subject in the wrong place. I noticed an older version of the Resource Manual was linked in the External Civil Right Section 135.6 instead of the January 2007 version that is linked above. There has been significant changes to it. I hope the link above works.

'''Sam Masters''': I have made the suggested revision. The 2007 version of the Resource Manual is now available in 135.6.

== Force Account Forms ==

C-FA3 is linked to the EPG as a blank form, but I haven't found a link to a blank C-FA1 form or C-FA2 form in section 137 or the Forms section. There are examples of them, but not a blank form unless I have overlooked it. Can they be linked in the EPG like C-FA3 is?

'''Sam Masters''': I can provide a link to "blank" versions of C-FA1 and C-FA2, after I receive a Word file copy of each one. These "versions" were not provided with the material we used to add the orginal article to the ''EPG''.

'''Sam Masters''': After contacting the Construction and Materials Division, I received the "Force Account Worksheet". This worksheet has replaced Forms C-FA1, C-FA2 and C-FA3. Article 137 has been revised to reflect this change.

== test ==

test

== Change Orders ==

When you search for Change Orders in the search box the section of the construction guidance on change orders does not appear as a result.

[[USER:smithk|Keith L. Smith:]] You appear to have a point. I had trouble finding the info on change orders in both the old Construction Manual (using "search") and in the EPG (using Google). The EPG change order is in article [[:Category:137 Construction Inspection Guidance for Records to be Maintained#137.2 Change Order|137.2 Change Order]]. Unfortunately, the Google provides many leads to change order information, but most of the leads placed near the top of the list are links to change order forms. We will try to get some technical assistance to see if this can be improved upon. Thanks for your input.

== C-220 Request to Subcontract Work ==

In the EPG, there is a C-220 form that pops up when I searched C-220. It allows saving, but it does not have the calculation feature that the form on the MoDOT Internet Business-Contractor Resources page has. A contractor has complained that the form on the internet does not allow saving, so if any changes are needed, they have to start over. I explained that the EPG has a form, but they said they like the calculation feature of the one on the internet. Can the form in the EPG have a calculation feature for each line?

[[USER:smithk|Keith L. Smith:]] Thanks for pointing this out. Apparently, the very latest file for C-220 was not available at EPG 105.3 or EPG 137 (although it was in our new EPG 101 Standard Forms article). I have updated the links in the 105.3 and 137 articles to match the link in 101 Standard Forms. When the contractor uses the files in any of these articles, he or she should have access to whatever is available on MoDOT's Contractor Resources site since the forms should now be identical. (Note to self and divisions: this is what happens when updated forms are added to the EPG without properly researching all the places within the EPG that the old forms have been already placed.)

== C-220 Request to Subcontract Work - not able to save it ==

Thank you for making the forms match compared to the internet forms, but the main issue for contractor use form is not being able to save the C-220 form for their records. Their only option is to print it. This makes it a problem if they need to make a correction to a C-220 they've submitted. There seems to be no way for the contractor to "detach" the form, so they can edit it when needed. Their only option is to print, not save. This may not be an EPG issue since it is like that on Internet.

http://www.modot.org/business/materials/Request%20to%20Subcontract%20Work%20(C-220).pdf
I think this is the link to the C-220 form that will calculate; however, it cannot be saved. Saving it is very helpful to contractors in case they need to make a correction to it.

We are still having problems with contractors not using the forms that we provide on the Internet through the EPG and the Business with MoDOT Forms page. The EPG link won't calculate the totals for each line and the link on the Business with MoDOT Forms page won't allow saving. Either is inefficient for contractors compared to what they can set up for themselves in order to be able to make corrections to their submittal, if needed, in an efficient way. Is there any resolution so the contractor can have an "official" form that both calculates and saves. We are not accepting their own worksheet page (Page 2)and that forces them to use what we are providing but it is time consuming for them. Is there a work around that I can share with the contractors?

== 2008 CPR Questionaire Form Link not working ==

http://epg.modot.mo.gov/index.php?title=102.2_Contractor_Performance_Rating_System#102.2.1_Questionnaire

This link in the EPG is not working for the Contractor Performance Questionaire. Also, is this where the 2009 form will be? When I click on the questionaire in the Forms box, it goes to the internet but says page broken. I can go to the internet though without using the EPG and it opens from the internet page (Bus. with MoDOT).

'''Sam Masters''': The link to the Contractor Performance Evaluation in 102.2 Contractor Performance Rating System has been restored. Additionally, the word "questionnaire" in the article has been replaced with the word "evaluation". We will request that the Construction and Materials Division provide a 2009 version of this form.

Do we have a Contractor Performance Evaluation for 2009 that is available to contractors or is the only one available the "Empty" one that we can get by logging into the evaluation program? We want to provide a link to it or a print out at our Preconstruction Meetings. Thank you.

== 137.9.7 Subcontract Approval Request - SiteManager ==

I am just wondering if 137.9.7 should have a mention of the C-220 information being entered in SiteManager since we enter all of them. SiteManager figures the percent subcontracted and contains all of the C-220 info.

[[USER:smithk|Keith L. Smith:]] Thanks for your comment. Construction & Materials has contributed guidance in EPG 137.9.7 about C-220 info being entered into SiteManager.

== Labor Compliance "Deducations" ==

Just wanted to point out spelling problem in Section 135.5 and thank you for the good detail about payroll checking. It is helpful.

"...Deductions
All deductions should be clearly identified. Only approved '''deducations''' should be used in wage rate calculations. The most common standard approved '''dedutions''' from the Code of Federal Regulations are shown in the following list. ..."

[[USER:smithk|Keith L. Smith:]] Thanks for noticing and telling us about our deducations, etc. The article has been corrected.

== SiteManager Activation Process ==

I am just surprised that I am not finding a section about the SiteManager Activation Process. I was actually looking to see if Project Offices were required to review all SiteManager Contract data immediately after activation (like we used to do) and BEFORE any data is added. The real world situation is as soon as I get word that I have access, I need to enter C-220 Subcontract data. This project has an Early Notice to Proceed, so things are hurried a bit more.

[[USER:smithk|Keith L. Smith:]] Construction and Materials has been constrained by an agreement with SiteManager to not allow specific SiteManager information into the EPG. Construction and Materials permits SiteManager info to be available to MoDOT personnel at \\ghdata011\ghq_smcommon\CM Manual\vol_3\MMV3CONT.pdfManual\main\CONTENT.pdf. Yes, it would appear to be more convenient to have this info in the EPG and perhaps someday it will be.

== Storm Water Permit Sign ==

http://www.modot.org/business/materials/stormwater%20sign.doc

There is a Storm Water Permit Sign that contractors are required to post at the jobsite. Maybe inspectors have another way to get to it with the permit number, but I was wondering why the EPG doesn't have it available with the permit number. John Howland was able to provide it as an attachment in an email. I don't know if the permit no. changes or not. Just in case it is helpful, I wanted to mention this observation. Someone asked me about how to get one and the only way I found it was by asking John Howland for it and he was very helpful.

[[USER:smithk|Keith L. Smith:]] Thanks for asking about this. Civil Rights has revisited the lists and has added the Stormwater Permit sign to the [[135.4 Required Notices and Posters|EPG 135.4]] listing. The sign/poster listings have been updated in both EPG 135.4 and EPG 101.

== Buy America ==

Buy America Requirement is in Sec 106.9, but when I search the term "Buy America" in the EPG, no results are found. Should there be a Buy America article in the EPG?

[[USER:smithk|Keith L. Smith:]] Thanks for the question. Construction and Materials (CM) and I judge the specs to be sufficient to deliver the info. Since the specs carry more legal weight than the EPG, no additional EPG guidance will be provided - as is the case in many other similar situations in our standards. Nonetheless, CM is mindful to point out that you should interpret from the existing specification: The project office is to enforce the specifications. In this instance the Buy America policy requires the steel products to be made in the U.S. The contractor has provided a certification indicating compliance. Put it on file and forget it, unless... something makes you think the contractor is providing incorrect information. If the steel on the job site was packaged or tagged indicating arrival from outside the U.S., you should look into the situation a bit more. But you can only go so far.

== 2010 CPR ==

The link to the Contractor Performance Report in the EPG is for 2009. Do we have 2010 available in the EPG?

Category talk:605 Underdrainage

2010-07-27T14:13:56Z

EPG-Admin: New page: Our office has found what appears to be a conflict between the Standard Plans and the current online spec book. The standards show that the type 1/5 base placed on top of the underdrain. ...

Our office has found what appears to be a conflict between the Standard Plans and the current online spec book.

The standards show that the type 1/5 base placed on top of the underdrain. The spec states that the type 1/5 is to be placed and compacted first. Since the EPG, says to review the Standard and spec prior to installation. The two of these need to agree or be clearified.

http://www.modot.mo.gov/business/standards_and_specs/documents/60510.pdf

605.10.2.2 Trenching, placement, and backfill of underdrains shall be performed only after Type 1 or Type 5 base is placed and compacted. Backfill material shall be compacted by three passes of a vibrating pad or drum-type compactor approved by the engineer.

User talk:Cappsn

2010-07-20T12:14:57Z

EPG-Admin: New page: Can the EPG be downloaded to the hard drive of a laptop for use in the field without an internet connection?

Can the EPG be downloaded to the hard drive of a laptop for use in the field without an internet connection?

Category:702 Load-Bearing Piles

2010-07-01T15:59:12Z

EPG-Admin: /* 702.1.4.2 Inspection */ Removed 10% requirement.

==702.1 Construction Inspection for [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702]==
The principal function of piles is to transmit loads which cannot be adequately supported at normal footing levels, to a depth where adequate support is available. When a pile passes through poor material and its tip penetrates a small distance into a sound stratum of good bearing capacity, it is called a bearing pile. The material which is penetrated may vary all the way from water to materials that would ordinarily serve to support surface footings, but cannot be used because of severe settlement restrictions. When a pile extends part way through a deep strata of limited supporting ability and develops capacity by friction on the sides of the pile, with some end bearing characteristics, it is are called a friction pile. Types normally used as friction piles are cast-in-place concrete piles. Piles are used and classified as friction pile because principal support for the pile is from surface friction, not end
bearing. All pile types may be used as "batter piles", (piles driven in a sloping position) to aid in resisting horizontal loads.

Piles for footings where footing surface is below finished ground are referred to as foundation
piles. Piles which support shallow caps, usually on intermediate bents, are called trestle
piles. Pile types are specified on the plans.

When a type of pile is specified, a pile standard is indexed on the bridge plans. This standard
will furnish specific details for the pile to be furnished.

There are two types of piles generally used by MoDOT. They are structural steel and cast in place concrete pile.

===702.1.1 Cast-in-place Concrete Pile (Sec 702.2.1)===
They consist of pre-driven shells of steel later filled with concrete. The most commonly used type of spirally welded steel, sometimes called pipe piles. This type pile normally has no internal reinforcement. Steel shells are usually driven without a mandrel if shell thickness permits. Where steel shells are driven, boulders or other obstructions quite often deflect the tubes from their intended course. This problem is magnified if piles are driven on a batter. This could result in bent or crushed shells. Metal shells shall hold the original form without distortion after being driven and shall be free from water, soil and other deleterious matter when concrete is cast in the shells. Any shell that has been bent or damaged should be carefully reviewed. Any decision to permit its use should be only with approval of the Bridge Division through the Division of Construction and Materials. Concrete should be directed down the center of the shell. Concrete hitting the sides can cause segregation. If concrete can be successfully directed down the center of the shell no tremie is required regardless of the height of fall.

===702.1.2 Structural Steel Pile (Sec 702.2.2)===
Structural steel piles are rolled H-Sections which are used in certain types of pile installations. This type of pile is probably the most widely used in the State of Missouri. These piles extend into the ground and transmit loads from footing to bearing stratum as columns. They displace a small volume of soil and can be driven with relatively close spacing. Pile tip reinforcement is sometimes specified when driving steel pile through boulders or thin layers of rock to protect the pile tip. Pile points can be accepted by certification and should be checked to see that they meet the specification requirements.

Experience has shown that corrosion of this type pile is usually not a serious problem. They must be protected for a short distance below ground level by painting as required by Standard Specification [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.8].

===702.1.3 Test Piles (Sec 702.2.5)===
On structures that have unusually large quantities of piling, pile load tests are often specified. Such test loads are required by governing design specifications which limit maximum loads based on dynamic tests. For structural steel piles, where test loads are specified, the maximum 2006 design load is limited to 6.0 tons per in2 unless test loads indicate that design loads must be reduced or the footing redesigned to redistribute the loads to a lesser 4.5 tons per in2.

The pile to be load tested in a point bearing situation is normally driven to refusal on rock
or shale. A friction pile to be test loaded is normally driven to a formula bearing as close as possible to design bearing value but only after a specified minimum tip elevation has been reached.

The purpose of test loading is to check effectiveness of the pile hammer and dynamic pile
formula used. The load test assures a minimum safety factor of 2 based on a maximum allowable
permanent set 1/4 in.

The contractor is generally required to submit in detail the proposed method of load testing.
The proposal should include arrangement of hold down piles if they are to be used. If hold
down pile are impractical, it may be necessary to use a direct static load.

Hydraulic jacks are normally used to apply and measure load to the tested pile. Deformation
and settlement of the loaded pile are recorded by dial gauges which record to the thousandth
of an inch. To insure accuracy these gauges, backed with fixed wires, must be supported so as to
be completely independent of the loading system. Methods of measuring uplift on hold down
pile should be required. Load increments are applied in accordance with contract requirements.
These increments are recorded in the inspector's field book.

The special provisions establish the load increments, the application intervals, and the
maximum load to be applied. After the maximum load is applied for a specified time, the load is
released in specified increments and intervals. The test pile load data should be plotted and
reported in graphic form. Contact the Division of Construction and Materials for assistance in
preparing test pile graphs. The elastic shortening of the pile may be computed by the formula:

:<math>E_s = \frac{PL}{AE}</math>

:Where:

:Es = Elastic shortening, in.
:P = Load, lbs
:L = Entire length of test pile, in.
:A = Area of cross-section of pile, in2
:E = Modulus of elasticity, usually 29 x 106, lbs/in2

Elastic shortening of any pile can usually be correlated with rebound, measured when the test pile is unloaded. Test pile data, log of readings, and test pile loading graphs should be
submitted to the Division of Construction and Materials in a form which is neat, legible, and
which can be reproduced. Copies of these reports prepared by Division of Construction and
Materials are submitted to Bridge Division and, if it is an interstate project, to the Federal Highway Administration.

===702.1.4 Pile Driving===
In some instances pre-boring is required as outlined in [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.3.] Where pre-boring is required the hole shall be of a diameter not less than that of the pile and shall be large enough to avoid damage to the pile in driving through the hole into hard material. Good practice requires driving equipment capable of driving piles to necessary depth and bearing without materially damaging the piles. Heavier piles require heavier equipment, with a ratio of ram weight to pile weight sufficient to minimize energy loss due to inertia. The contractor selects equipment to meet specified energy requirements, but the inspector should be familiar with power plant, hammer, cap, cushion block, leads, and other elements used in driving. Each resident engineer may obtain data for hammers from publications issued by the individual equipment manufacturer. The contractor should have bulletins available for equipment he is using.

Pile hammers are classified by type. There are steam and air hammers, both single acting and double acting. Diesel pile hammers may be either open or enclosed ram types. A differential
hammer is a double acting type. Design loads, size of pile, soil conditions, etc., establish the
choice of hammer. Plans set out minimum energy requirements for individual pile size and for
each substructure unit.

A '''single acting hammer''' is one in which the ram is raised by steam, air, or diesel explosion and allowed to drop, with gravity as the only downward force. The energies listed in the manufacturer's bulletins are striking energies rated in accordance with commonly accepted practice. The energy is based upon normal stroke but does not make allowances for any losses occurring in the hammer, itself, such as back-pressure, friction, or loss within the cushion block.

With insufficient lift pressure, the ram will not ascend the proper height. In fact, the hammer does not have to ascend through a full stroke to operate. The inspector should check the hammer when testing for bearing and determine if the hammer is operating at its specified number of blows per minute and at the prescribed or recommended pressure. If it is not, energy should be obtained by measuring actual stroke while hammer operates and multiplying actual length of stroke by weight of striking part. The additional distance through which the ram drops, while still in contact with the pile after impact, is not ordinarily taken into account. Neither is
"cushion block" loss.

During easy driving with a large set per blow a reduction in number of blows per minute may occur. In consequence, the full theoretical hammer stroke will often not be produced.

A '''double acting hammer''' is one in which steam or air pressure raises the ram then accelerates the down stroke. The differential acting hammer is a type of double acting hammer which provides additional pressure to the ram during the downward stroke.

The foot-pounds of energy for a double acting hammer is dependent upon the number of strokes per minute produced with a given steam or air pressure. For example, a typical table of "actual energies" for one commonly used hammer shows that "e" varies from 9500 foot-pounds at 90 strokes per minute up to 13,100 foot-pounds at 105 strokes per minute. The inspector must,
for this type hammer, log the number of blows per minute, noting pressure at the hammer, and
use the corresponding energies when making a bearing determination by use of the dynamic
formula. Refer to manufacturer's bulletins to determine what energies to use for the number of
blows per minute. Calculations based on steam or air pressure are misleading because no two setups are identical, and it is impossible to determine the mean effective pressure in the working cylinder from gauge pressure.

The '''Diesel Pile Hammer''' is classed either as a single acting or double acting type. Most states have accepted this hammer with some qualification. Many arbitrarily discount energies set out by the manufacturer, accepting only some percentage of the maximum rated energy. Missouri sets this figure at 75% for single acting diesel hammers. Inspectors should acquaint themselves with the diesel hammer's physical qualities and determine when the hammer is developing full stroke.

A diesel hammer is a self contained unit, including power plant, cylinder, piston, or ram,
fuel tank, pump, injectors, and other pertinent parts. The ram of these hammers is raised by
explosion of diesel fuel ignited in the cup or anvil of the hammer. Some types of diesel hammers
are called double acting hammers. This type of hammer has the ram enclosed. As the ram travels
upward, the piston compresses air in the bounce chamber-compressor tank. This compressed air
adds to the acceleration of the ram during its downward stroke. It is necessary to use a "Bounce
Pressure" gauge on this type of hammer to establish the usable energy for dynamic formula bearing determination. For this type of diesel hammer, explosive force is not taken into account to determine usable energy. Use of the "gauge energy" permits full use of 2E in the "double acting" bearing formula and energy is not to be discounted to 75%.

The single acting series of diesel hammers have a "rampiston" which can be partially seen during the upward stroke. If the full "maximum" manufacturer's energy is to be used in the
specific dynamic formula then the inspector must determine that the ram is falling through a
normal stroke. Failure to operate properly is usually the result of mechanical problems which the contractor must correct. In isolated instances, failure of the hammer to operate with a normal stroke may be caused by the elastic rebound of the pile and bearing material. If the ram is not falling through its usual stroke, the energy "E" used should not be the maximum striking energy but the energy which can be calculated from the weight of the ram (W) times the actual stroke (H) through which it falls, or (W x H). The height (H) is determined from the observed exposed length of ram as the ram travels upward. When this method is employed, the energy should not be discounted. Where the energy is measured by W x H, the inspector should use the single acting formula from the specifications. This procedure may not be used to increase the energy allowance above 0.75E.

====702.1.4.1 Pile Formula====
The Missouri Highway and Transportation Department specifies the use the FHWA-Modified Gates equation (See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.10]) to calculate pile bearing. The [http://modot.mo.gov/business/documents/Pile-Driving-Chart.xls Pile Driving Set Calculator] is a spreadsheet that can be used to calculate the pile set to help determine when to stop driving pile.

====702.1.4.2 Inspection====
A qualified inspector should be assigned continuously on pile driving work to see that each pile is driven to specified bearing, that all piles are properly located, and that the required
number are driven. The inspector must keep a detailed record of the data for each pile.
The record should show for each pile, its position, tip and cut-off diameter (for timber), total
length in place, length placed in leads, tip elevation, batter, and number of blows per inch at
the time driving is stopped. The number of blows per inch is based on penetration for the last
series of 10 to 20 blows. The inspector should record all pertinent information
regarding the hammer used so that a review and check of bearing may be made. Any unusual occurrences or delay during driving should be recorded. When driving friction pile, the inspector should make periodic bearing checks as the pile is being driven to know at any time
approximate bearing of the pile if problems should develop.

Contractors that elect to place lifting holes in piling in lieu of using a choker cable may be permitted to do so with the following provisions. The concern of burning lifting holes in piling is that undesirable capacity reductions may occur. Lifting holes would only be permissible provided they would not remain in the piling lengths used for the completed structure. i.e. Lifting holes would need to be in an excess length of end piling which would either be cut off after driving, or in the case of splicing the holed end would be removed before splicing on the next section. Any added risk of buckling or damage to the piling that may result from a weakened cross section during driving is the contractor's responsibility.

There shall be no additional payment for the additional length of piling to compensate for removing the cut-off ends with the holes.

It is good practice for piling in a group or cluster to be driven in sequence which proceeds from the center of the group each way to the outer rows of pile. This will usually avoid uplift
and loss of bearing in previously driven pile.

In many cases piles are to be driven to rock or shale. The FHWA-Modified Gates equation, designed for friction pile, is not altogether applicable in these circumstances. Since the bearing value at the time of practical refusal is not an accurate bearing resistance figure, the inspector should keep the sounding data well in mind as the tip of the pile nears anticipated elevations of hard material. The pile should be seated on or into hard material with blows which will not damage the tip of the pile. Each bearing pile should be tested for "practical refusal" unless it is clearly seated on solid rock.

The inspector should examine the plans carefully for changes in hammer requirements. For structural steel piles, for example, the pile data table on the bridge plans specify minimum energy requirements for a pile hammer for each individual substructure unit. Under the pile data
table, the inspector will find other supplementary notes which should be taken into consideration for proper driving of structural steel piles. It is especially important that such piles which are to be seated on rock or shale be driven and tested for "practical refusal" as specified in [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.11.] When the pile is well seated, the driving should cease. The inspector should record in the diary that the pile has been driven into shale or rock as the case may be. Either record penetration and bearing in the case of practical refusal or note "refusal on rock" in the case of absolute refusal on rock. Such notations will indicate full compliance with bearing requirements of the plans.

Piles to be driven should be plainly marked at a distance from the tip equal to the distance
from ground line to the elevation shown on the soundings for rock or shale. It is also good practice to mark the pile from the tip equal to the distance from the ground surface down to any layer of boulders, thin rock strata, or other hard or firm material which might cause unnatural point resistance or unusual driving conditions. The pile driving foreman or contractor's foreman should be told the significance of such marks and all personnel should be guided accordingly. This procedure will result in fewer broken, "broomed", or damaged piles.

Splices may be required to extend structural steel or steel shell pile to reach adequate bearing. No direct payment will be made for splices that are within the plan pile length. Any splices outside of plan length that are required to achieve bearing will be paid for as an additional 8 feet of pile in place at the contract unit price, per authorized splice.

Field splices have a greater potential of failure during driving than the original furnished
pile. Therefore it is preferable to have a minimum amount of field splicing. [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.6] states, "Full length piles shall be driven wherever possible and practical." A full-length pile should be used unless there is clearance, shipping, excessive cost, or other considerations, which make it impractical.

The inspector must insure that all piles have been properly inspected. Precast concrete pile will normally have been inspected during casting and curing by the Division of Construction
and Materials. In such cases, they will provide the resident engineer with proper inspection
reports. If the piles are cast on the project, they will, of course, be inspected the same as any other concrete item. Files should contain any applicable inspection reports on aggregate, cement and reinforcing steel. The concrete Plant Inspector's Report and compressive test reports will serve to document acceptability of piles. This would also be true for concrete in cast-in-place piles. Steel shells for cast-in-place piles and structural steel piles are normally inspected by project forces. Inspection should include dimensions, wall thickness of shells, visual inspection of welds, closure plates, etc. The contractor is required to furnish certified mill test reports for the steel. Heat numbers of pile should be checked against heat numbers on the mill test reports. The resident engineer reports results of inspection on a Fabrication Inspection Report, [[media:712 Fabrication Inspection Report.gif|Form B-708R2]], or the equivalent data may be recorded in an alternate format. A spreadsheet version of the form is available to facilitate the automatic creation of a SiteManager record for use by the Division of Construction and Materials. This information will be retained in the project file with mill test reports attached.

====702.1.4.3 Manufactured Pile Splices====
To date MoDOT has been submitted one type of manufactured pile splicer and approved it for use with certain stipulations. The AFB Champion H-Pile Splicer HP-30000 has been approved. The following are recommended guidelines that should be used beyond the manufacturers recommended assembly procedure for the use of the HP-30000 splicers.

:1. It would be permissible for non-flexible bent locations only. This would include intermediate bents on pile footings and semi-deep abutments. This splicer system should not be used on flexible bents, such as pile cap intermediate bents, where the concrete beam is supported on a single row of exposed piling nor on integral or non-integral end bents.

:2. Full penetration groove welds connecting the pile flanges are required. The partial penetration groove welds as recommended by the manufacturer are not acceptable.

:3. A 5/16" minimum fillet weld should be added at both ends of the splicer, welded to the pile webs. The length of this weld should be at least 1/2 the depth of the pile. This weld was not a recommendation of the manufacturer. This weld is for additional safety in the event that the splicer is damaged or torn from being snagged on rock material.

===702.1.5 Pile Driving Documentation===
The inspector should record in detail all important facts regarding driving of each pile. The field book notes should be organized in a sequence similar to that shown in the [[Media:702 Pile Driving Worksheet.pdf|Pile Driving Worksheet]].

The sample form in the [[Media:702 Pile Driving Worksheet.pdf|Pile Driving Worksheet]] illustrates a typical page of completed pile driving data for pre-cast concrete pile. Data in a similar form will be filled out when driving timber pile.

[[Figure 700.2]] is an illustration of field book data for driving structural steel pile. The
inspector records the actual length used and notes the number of pieces incorporated in the
length. When structural steel pile is driven, there is often a piece left over from the in-place pile which becomes excess or left-over pile. The contractor may wish to use such a piece on another state highway project. If transfer to another project is desired, extra copies of the certified mill test reports should be made which can be used to have the left over pile reinspected on a future project.

If test pile is a contract item, it must be driven to specified minimum tip elevation regardless
of the bearing achieved. After this elevation is reached, driving must continue until one of
the following three conditions has been met:

:l. The pile driven to full length.
:2. The pile driven to refusal.
:3. The pile driven to a capacity 50 percent greater than plan bearing.

These conditions are specified in [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.4.1.] It is important that a complete driving log be developed. The pile should be marked off in foot increments. The driving record should then show the number of blows for each foot. Some arrangement is necessary to check number of blows per foot without stopping the driving. If there is a sudden sharp change in the number of blows for a given penetration, it may be necessary to check bearing for intermediate increments to develop an accurate graph. The results of specified test pile driving are to be reported on Test Pile Data form. Contact the Division of Construction and Materials for assistance in reporting test pile data.

==702.2 Laboratory Procedures for Sec 702==
This establishes procedures for Laboratory testing and reporting samples of steel strand used in precast-prestressed concrete piles.

===702.2.1 Procedure===
Tests for stress-relieved strand shall consist of examination for fabrication requirements and tension tests performed according to AASHTO M203. Test results and calculations shall be recorded through SiteManager.

===702.2.2 Sample Record===
The sample record shall be completed in SiteManager as described in [http://wwwi/intranet/cm/materials/vol_3/AS3510.pdf Automation Section 3510] and shall indicate acceptance, qualified acceptance, or rejection. Appropriate remarks, as described in [[106.9 Reporting Test Results|Reporting Test Results]], are to be included in the remarks to clarify conditions of acceptance or rejection. Test results shall be reported on the appropriate templates under the Tests tab.

Talk:Main Page

2010-06-03T11:35:54Z

EPG-Admin: /* 2010 CPR */ new section

606.1 Guardrail

2010-05-12T19:19:04Z

EPG-Admin: Clarified language for dual divided downstream ends.

[[image:606.1 GUARDRAIL.jpg|left|450px]]

==606.1.1 Types of Guardrail==

'''Type A Guardrail''' - single W beam rail with 6 ft. 3 in. post spacing.

'''Type B Guardrail''' - double W beam rail (single beam on each side of post) with 6 ft. 3in. post spacing, generally for use in median.

'''Type D Guardrail''' - single W beam rail with 12 ft. 6 in. post spacing for use at end of road or street.

'''Type E Guardrail''' - single thrie beam rail with 3 ft. 1 ½ in. post spacing.

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|[[Media:606.1 Warrant for Median Barriers.pdf|Warrant for Median Barriers]]
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|[[A Few Guardrail Crash Tests 606.1 Guardrail|<center>A Few Guardrail Crash Tests</center>]]
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==606.1.2 Guardrail Terms==

'''End Anchor''' - a guardrail end device without a buffer end to develop the full strength of the rail system.

'''Embedded End Anchor''' - an end anchorage system for guardrail whereby the rail is embedded in a concrete block and buried in the backslope.

'''Rock Face End Anchor''' - an end anchorage system for guardrail whereby the rail is bolted to a rock face.

'''Blockout''' - spacer block to separate the guardrail beam from the post used on all types of guardrail.

'''Bullnose Guardrail System''' – an enclosed guardrail design that wraps a semi-rigid guardrail around a hazard.

==606.1.3 Applications==

===606.1.3.1 3R/4R Projects===

The necessity of guardrail modifications as a part of a 3R/4R project must be evaluated when work is performed on any state-maintained roadway. As used here, "work" is defined as projects that involve raising the elevation of the travelway through resurfacing which requires height adjustment of the guardrail (as outlined below) or requiring any other adjustment of the guardrail, but does not include [[:Category:413 Surface Treatments and Preventive Maintenance|surface maintenance activities]] (i.e. patching, full depth repair, microsurfacing, seal coating, ultrathin bonded wearing surface, 1 ¾" thin lift overlay, and Recycled Asphaltic Pavement (RAP)).

* On dual lane facilities, guardrail end terminals are to be upgraded with an approved crashworthy end terminal in both directions even if the project covers only rehabilitation of the roadway in one direction. A bullnose guardrail system is to be installed in both directions on expressways and freeways when applicable.

* Guardrail or concrete barrier blunt ends located on either side of a two-way roadway or on the guardrail approach end of dual lane facilities must be replaced with an approved crashworthy end terminal even if the project covers only rehabilitation of the roadway in one direction.

* All guardrail turned-down ends, concrete height transitions and Breakaway Cable Terminals (BCT) must be replaced with an approved crashworthy end terminal.

* When crashworthy end terminals are installed, the guardrail is to be extended to provide the proper length of need to protect the roadside safety hazard based on current policy. The proper flat recovery area required for the end terminal, as recommended by the manufacturer, is to also be provided for on the plans.

* All existing guardrail not warranted by present standards is to be removed.

* New guardrail or remanufactured guardrail, not salvage rail, is to be used for all projects except those involving only guardrail height adjustment.

* If no guardrail currently exists at a particular location along the roadway, then none is to be constructed as a portion of a project that provides only resurfacing of the roadway unless:

:1. Other locations of guardrail are adjusted as described in this subsection or,

:2. Warranted by an analysis of accident history or,

:3. Obstacles are introduced within the clear zone (i.e. signing, signals, lighting, etc.), which require guardrail according to existing criteria or,

:4. On NHS Routes only as required by current design criteria.

* Wherever possible, and if the proposed shoulder slope does not exceed AASHTO recommendations, resurfacing of the shoulder is to be tapered to minimum thickness (½ in. aggregate size). If this can be done, the guardrail remains at the same relative height as originally designed and no adjustments to the rail are necessary. The accepted AASHTO range in cross-slope for bituminous shoulders is 2% to 6%. If the shoulder surfacing cannot be tapered to minimum thickness without exceeding the 6% maximum, the guardrail must be raised. Guardrail is to be constructed to present standards and the surfacing on the shoulder is to be constructed to the minimum slope in order to accept a future resurfacing without further modifying the guardrail. In any case, it is emphasized that the shoulder surfacing is not planned merely to justify guardrail modifications. A maximum of 8% algebraic difference in the slope of pavement and shoulder at the pavement edge is permitted.

* Wherever the resurfacing of the travelway and the shoulders affects the height characteristic of the existing rail by 3 in. or more, the height of the guardrail must be adjusted and fully brought up to the present standards. Height variations less than 3 in. do not require adjustment of guardrail.
[[image:606.1 Delineator.jpg|right|225px|thumb|<center>'''[http://www.modot.mo.gov/business/standards_and_specs/documents/60600.pdf Standard Plan 606.00] provides information for new guardrail delineators.'''</center>]]
* Any unconnected bridge approach guardrail is to be connected to the bridge by an acceptable transition design. This work is to be accomplished in conjunction with any significant roadway work in the same area.

Approved crashworthy end terminals meeting NCHRP 350 Test Level 3 (TL-3) criteria are to be used on all roadways with posted speed limits greater than 45 mph. Test Level 2 (TL-2) end terminals may be used on roadways with posted speed limits of 45 mph or less, and Test Level 1 (TL-1) end terminals may be used on roadways with posted speed limits of 30 mph or less. TL-1, TL-2, and TL-3 require successful tests of an 1800 lb. (800 kg) car impacting a barrier at 20 degrees, and a 4,400 lb. (2000 kg) pickup truck impacting a barrier at an angle of 25 degrees and at speeds of 30 mph, 45 mph, and 60 mph, respectively.

On 3R/4R and safety improvement projects that include the installation of guardrail, it is important to upgrade the existing roadside elements in the following order:

:1. All turned-down, blunt ends or other noncompliant NCHRP 350 end terminals must be replaced with an approved end terminal (see [http://www.modot.mo.gov/business/standards_and_specs/documents/60600.pdf Standard Plan 606.00]). Associated “length of need” improvements, include both upstream and downstream ends of the guardrail according to current design criteria, are also to be made. (Length of Need, or LON, is defined as the total length of a longitudinal barrier needed to shield an area of concern by containing or redirecting an errant vehicle.) As an element of this activity, existing guardrail constructed with steel blockouts and 6 ft. posts without 2 ft. of level ground behind the guardrail are to be left in place.
[[image:606.1.3.1 Bridge Anchor Section.jpg|right|200px|thumb|<center>'''Bridge Anchor Section'''</center>]]
:2. All noncompliant NCHRP 350 attachments of guardrail to a bridge end must be replaced using an approved bridge anchor section (see [http://www.modot.mo.gov/business/standards_and_specs/documents/60622.pdf Standard Plan 606.22]).

:3. In addition, guardrail is to be provided to close median bridge gaps.

:4. When it is necessary to replace more than 50% of an existing length of guardrail (not constructed to existing criteria) as a result of slides or extensive damage, the entire length of guardrail is to be removed and replaced with new guardrail according to current design criteria.

:5. Fixed objects within the clear zone of the mainline roadway are to be removed, relocated, redesigned or shielded in accordance with current design criteria. Fixed objects include non-breakaway signs and luminaries, trees, culvert ends, non-traversable drop inlets, etc. These improvements could be delayed until rehabilitation of the roadway surface is provided so long as the rehabilitation is contained in any of the first three years of the STIP.

:6. Maintenance/Emergency crossovers located in the median are to be improved in accordance with current clear zone requirements. Additionally, the portion of interchange ramps located within the clear zone of the mainline roadway is to be upgraded. However, these improvements could be delayed until rehabilitation of the roadway surface is provided so long as the rehabilitation is contained in any of the first three years of the STIP.

This listing is a guide for the design team to address individual guardrail improvements on individual projects. It is not intended to be a strict guide for the selection of projects or the allocation of funds.

===606.1.3.2 [[:Category:1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material#1040.4 Crashworthy End Terminal, Qualified Plastic Guardrail Block and Three-Strand Guard Cable System Tables|Approved Crashworthy End Terminals]]===
[[image:606.1.3.2 Approved Crashworthy End Terminal.JPG|right|thumb|300px|<center>'''A Type A Crashworthy End Treatment'''</center>]]

Crashworthy end terminals are the devices used to provide an acceptable level of safety to the end of a roadside barrier or fixed object. Such treatment is required because of the serious consequences that result from a vehicle impacting an untreated barrier. An untreated end can cause an impacting vehicle to abruptly stop, become unstable or roll; it can even penetrate the passenger compartment, all of which increase the risk to the vehicle’s occupants.

An approved crashworthy end terminal is a device or system that has met the safety requirements contained in the NCHRP 350 and has been accepted by the FHWA. The safety requirements of NCHRP 350 are based on several parameters among which are rate of deceleration, tendency to roll, and penetration of the passenger compartment. Within NCHRP 350 are [[606.2 Guard Cable#Table 1 What is TL-3?|six different test levels]] that vary depending on the speed, angle of impact and weight or type of vehicle. The test level required for highways in the state highway system is usually Test Level 3 (TL-3). An end treatment satisfying this test level will safely handle the impact of vehicles as large as a 4,400 lb (2000 kg) pickup truck impacting at 62 mph (100 km/h). When the generic term “approved crashworthy end terminal” is used, it most often refers to a TL-3 device. Designers should refer to the information pertaining to crashworthy end terminals available on MoDOT’s website.

Crashworthy end terminals located within 10 ft. of the edgeline will be marked with a Type 3 Modified Object Marker.

The end terminals have been classified into five groups: Type A, B, C, D and E. The type of classification does not reflect any national standards, only MoDOT classification for specification purposes. Additional information on crashworthy end terminals and internet links to terminals approved by MoDOT are available at [http://www.modot.mo.gov/business/standards_and_specs/endterminals.htm. MoDOT's end terminal website] or the EPG article [[:Category:1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Three-Strand Guard Cable Material#1040.4 Crashworthy End Terminal and Qualified Plastic Guardrail Block|1040.4 Crashworthy End Terminal and Qualified Plastic Guardrail Block]].

'''Type A Crashworthy End Terminal.''' A Type A terminal is an end treatment used for one-sided barriers such as roadside guardrail or roadside concrete barrier. Type A devices can also be used on one-sided barriers in [[231.1 Median Width|the median]], provided sufficient clear space is available behind the system to allow opposite direction traffic to recover from an errant path.

'''Type B Crashworthy End Terminal.''' A Type B terminal is an end treatment used for double-sided barrier, most often in the median. Such a device can safely be impacted from several angles including, in most cases, the entirely opposite direction. Type B terminals cannot, however, be installed in paved surface locations unless the installation is temporary and the paved area is to be resurfaced after the system’s removal.

[[image:606.3.2 Type C.jpg|left|225px||thumb|<center>'''A Type C Crashworthy End Treatment'''</center>]]

'''Type C Crashworthy End Terminal.''' A Type C terminal is an end treatment used for double-sided barrier, in gore areas and in [[231.1 Median Width|the median]]. Like the Type B, this device can be safely impacted from several angles usually ranging from head-on to the entirely opposite direction. Type C terminals, however, may be installed in both paved and unpaved surface locations, but must be installed on an asphalt or concrete pad in non-paved areas.

'''Type D Crashworthy End Terminal.''' A Type D terminal has all of the installation and performance parameters of the Type C, but must be at least 80% reusable and have the ability to be reset manually with minimal or no repairs. Type D terminal should be used in gore areas or medians where moderately frequent impacts are expected, i.e., more than one impact every two years.

'''Type E Crashworthy End Terminal.''' A Type E terminal has all of the installation and performance parameters of the Type C, but is a self-restoring unit that functions properly after at least 2 impacts, without any manual resetting procedures.

If any of the following conditions exists a Type E terminal should be used:

:* Gore areas or medians with a high frequency of expected impacts, i.e., more than one impact every year.

:* Geometrics and/or traffic volumes present greater than normal potential for harm to workers during repair.

'''Sand Barrels.''' Sand barrels are a crash cushioning system most often used to shield fixed objects that cannot be removed or relocated. Sand barrels are recommended for temporary usage such as in work zones. A benefit/cost analysis is to be conducted before sand barrels are used in a permanent application. For more information, refer to [[:category:612 Impact Attenuators#612.2 Sand-Filled Impact Attenuators (Sand Barrels)|EPG 612.2 Sand-Filled Impact Attenuators (Sand Barrels)]].

===606.1.3.3 Bullnose Guardrail System===
[[image:606.1.3.3.jpg|right|280px]]
The bullnose guardrail system is to be used in the medians of expressways or freeways to shield drivers from hazards, such as bridge piers and other obstacles. It is not a crashworthy end terminal, but is rather a non-gating barrier principally constructed of Type E guardrail. As long as the median’s vertical differences are minimal or can be graded, the bullnose guardrail system is the preferred treatment for new construction. The bullnose guardrail system requires at least 15 ft. of median width for its construction. The bullnose guardrail system is not to be erected between twin bridges. Alternatives are available for twin bridge protection in [http://www.modot.mo.gov/business/standards_and_specs/documents/60600.pdf Standard Plan 606.00]. Alternatives requiring a [[131.4 Design Exception Process|design exception]] are available for bridge pier and other median hazard protection. Consult [http://www.modot.mo.gov/business/standards_and_specs/documents/60601.pdf Standard Plan 606.01] for grading requirements and other important details.

===606.1.3.4 Anchored in Backslope Guardrail===

In areas of a roadway cut section, or where the road is transitioning from cut to fill, designers are encouraged to consider the application of anchored in backslope guardrail. Often this can be accomplished by extending the guardrail beyond the length-of-need to tie the guardrail into the backslope. When properly designed and located, this type of anchor provides full shielding for the identified hazard, eliminates the possibility of an end-on impact with the terminal, and minimizes the likelihood of the vehicle passing behind the rail.

===606.1.3.5 End Treatment===

The guardrail is to be extended outside of the clear zone, or the guardrail end is to be embedded into an adjacent embankment or attached to a solid rock face to eliminate the need for a crashworthy end terminal. If these options are not practical, all approach ends of guardrail, as illustrated by the standard plans, are provided with an approved crashworthy end terminal and a separate payment is made for each crashworthy end terminal. The district is to indicate on the plans where a crashworthy end terminal is to be installed. All downstream ends on two-way roadways are provided with an approved crashworthy end terminal. Downstream ends on dual lane highways need only be treated with end anchors.

===606.1.3.6 High Fills===

Guardrail for embankments is specified on plans for roads with 400 AADT or more. For roads under 400 AADT, guardrail is optional, however, good design judgment requires guardrail when conditions warrant. Guardrail is not normally warranted for embankment height on projects where clear zones are utilized. However, guardrail may be warranted as shown on Figure 5.1 in the ''AASHTO Roadside Design Guide''. Combinations of embankment height and slope that plot above the curve indicate a need for guardrail. Combinations plotting below the curve indicate conditions are less severe without guardrail. However, other factors contributing to accident severity such as hazards located either on or at the toe of the slope are to be taken into consideration.

===606.1.3.7 Fixed Objects===

Guardrail protection for fixed objects such as trees or utility poles may be necessary. If this protection is required, the protection is determined from the near lane on one-direction roadways and from both lanes on a two-direction roadway. Guardrail is warranted in advance of any fixed object located within the clear zone provided the object is potentially more damaging than the guardrail if struck by a vehicle and the object cannot be economically removed, relocated, or made crashworthy by means of breakaway type construction. The fixed object is termed the area of concern and the required type and length of guardrail depends on the size of the object, the distance from the travelway, the AADT, and the design speed. The length of need of guardrail is the length of the obstacle plus the length of the approach barrier adjacent to traffic (and opposing lane, if needed). The length of need and the flare rate of the guardrail shall be determined in accordance with the procedures contained in Section 5.6.4 of the ''AASHTO Roadside Design Guide''. The general geometric data covering the length of need are illustrated on Figure 5.24 of the ''Roadside Design Guide''.

===606.1.3.8 Aesthetic Guardrail===

Aesthetic guardrail is available for projects located along [http://www.modot.org/scenicbyways/ scenic highways], at scenic overlooks or at other locations where a rustic appearance may be appropriate. Wood, composite or recycled materials are often the primary constituents of this type of guardrail. Because aesthetic guardrail would be expected to cost more than typical guardrail, additional funding shall come from the local jurisdictions, enhancement funds, other non-department sources or a combination of these.

There are no aesthetic crashworthy end treatments approved by MoDOT. Designers incorporating aesthetic guardrail on a project are to refer to the information pertaining to crashworthy end treatments available on MoDOT’s website. Designers are to be aware that for the proper design of guardrail from some manufacturers, the length of need is to begin at least 100 feet downstream from the terminal.

Care is to be taken by the designer to consider whether a specific appearance is desired for the aesthetic guardrail. If a specific appearance is deemed appropriate in order to coordinate with existing facilities or some other aspect of the scenic location, the designer is to specify the system desired with a Job Special Provision.

No approved end terminal exists for most types of aesthetic guardrail. Therefore, in these cases, the end of the rail must be terminated into a backslope or extended to a point outside the clear zone. [http://www.modot.mo.gov/business/standards_and_specs/Sec0606.pdf Specifications in Sec 606] have been prepared in anticipation of the eventual production of approved end terminals for aesthetic guardrail.

===606.1.3.9 Bridge Ends===

Guardrail is placed at bridge ends in accordance with typical locations shown in the standard plans for all roads. Approved crashworthy end terminals are provided on guardrail placed for bridge end protection. Guardrail placed for bridge end protection is anchored to the bridge end by a bridge anchor section. In retrofit projects having non-standard transitions and slopes, the connector plates for bridge anchor sections may be slightly adjusted to produce a vertical terminal connector. Refer to [http://www.modot.mo.gov/business/standards_and_specs/documents/60622.pdf Standard Plan 606.22]. Existing bridge end connections that do not conform to current standards are to be considered for replacement or modification. In order to determine the appropriate solution for the specific non-standard bridge end connection, the Bridge Division Liaison Engineer is to be consulted. Where guardrail at the downstream end of a one-way bridge is necessary because of a high fill or other condition, the guardrail is connected to the bridge anchor section.

On certain low-volume highways throughout the state, bridge ends may be delineated in lieu of shielding. This option is viable where the operating speed is less than 60 mph and the AADT is 400 or fewer vehicles per day.

The delineation-only option is primarily governed by the parameters of speed and volume. Irrespective of any values for these parameters, however, the use of delineation-only is prohibited on Major Highways (Principal Arterials and above) as well as the National Highway System (NHS).

Use of the delineation-only option is not recommended on bridge ends in areas of poor geometry (horizontal alignment, vertical alignment, sight distance, etc.). Nor is it recommended in areas with an accident history (as calculated between two points at least 0.25 miles from either approach) in excess of the statewide average for similar road. If further analysis of either of these situations proves the delineation option to be viable, then a design exception should be obtained for its use.

Additionally, the delineation-only option should be limited to those bridge replacements or rehabilitations where the existing structure was unshielded and the existing roadway template cannot reasonably accommodate the installation of guardrail without some modification.

Turned down ends offer a solution to terminating guardrail at some bridge ends, or other roadside obstacles, on certain, low-volume highways throughout the state. While the use of these terminals has generally been discontinued for new construction, they may represent appropriate design for roads with low traffic volumes, traveled by motorists who are generally familiar with the roadway and it’s geometrics.

Use of turned down ends is primarily governed by the parameters of speed and volume.
Irrespective of any values for these parameters; however, the use of turned down ends are prohibited on the following:

:*[http://wwwi/intranet/tp/products/othermap/documents/major_highways_pp.pdf Major highways]
:*The [[:Category:123 Federal-Aid Highway Program#123.1.1 FHWA Oversight - National Highway System|National Highway System (NHS)]]
:*Areas of poor geometry
:*Areas with an accident history in excess of the statewide average for similar road
:*Areas of posted speed 60 mph or greater

Neither an existing higher order end terminal, nor an existing turned down end installation is to be replaced with a new turned down end. The use of a turned down end should be limited to those areas where they will both yield an increase in safety over the existing situation and leave the area reasonably safe.

Turned down ends may represent reasonably safe design when the posted speed is less than 60 mph and the AADT is 400 or fewer vehicles per day.

A [[131.4 Design Exception Process|design exception]] is to be obtained for every location in which a new turned down end treatment is proposed. This exception simply documents why the engineer believes the installation represents a reasonable level of safety

Guardrail is not generally used to protect traffic from the ends of bridges carrying a crossroad or street over the through lanes in developed areas where speed controls exist or sidewalks are provided. If however, at ends of such bridges the roadway is in a high fill or has sharp curvature, guardrail may be considered.

===606.1.3.10 Bridge Piers and Sign Trusses===

Guardrail is specified for protection of traffic from bridge piers and sign trusses with the exception of those piers and trusses where the footings are located outside the clear zone. Typical treatments are indicated in the standard plans. Bridge piers located close to the roadway are marked with a Type 2 Object Marker.

===606.1.3.11 Signs===

Guardrail protects traffic from signposts that cannot be equipped with a breakaway assembly. Typical treatments are indicated in the standard plans.

===606.1.3.12 Outer Roadways===

Criteria for guardrail use on [[Outer Roads and Service Roads|outer roadways]] are the same as for other roads except for the shoulder side adjacent to a through lane. Guardrail is specified along outer roadways where the outer roadway is 10 ft. or more above the main roadway, and the shoulder of the outer roadway is less than 25 ft. from the top of the roadway backslope. Sometimes it is more economical to move the outer roadway back sufficiently to eliminate the requirement for guardrail. Guardrail along outer roadways is installed with the face of the rail toward the outer roadway. Type B guardrail may be required if the guardrail is within the limits of the clear zone for the through lanes.

===606.1.3.13 Headwalls===

Guardrail is usually not used to protect traffic from headwalls located outside of the shoulder line of roadways without clear zones unless warranted by high fills. Exceptions include interstate safety modification projects where clear zones are not added and where it may not be economically feasible to extend a large box culvert to locate the headwall outside the clear zone point.

When an obstacle such as a culvert headwall is located close to the shoulder line, the guardrail can be “double-nested” by skipping a post. This allows motorist safety to be enhanced by providing uninterrupted guardrail instead of transitioning to other forms of barrier. Refer to [http://www.modot.mo.gov/business/standards_and_specs/documents/60600.pdf Standard Plan 606.00]. Headwalls located within the shoulder or immediately adjacent to the roadway on two-lane, two-way roads are marked with a [[903.15 Other Signing Items#903.15.5 Type 3 Object Marker|Type 3 Object Marker]]. These object markers are not used on interstates, full shoulder-width bridges or at obstructions outside the shoulder point.

===606.1.3.14 Medians===

Guardrail may be specified [[231.1 Median Width|in medians]] to provide a positive barrier. Guardrail may also be specified to convert an existing raised curb median to a barrier median provided the center of the guardrail is placed 21 in. above the pavement elevation at the curb face. Type B guardrail may be used on a raised median width of 2 ft. back-to-back. For greater widths, two single lines of Type A guardrail will be required. For medians of variable widths, a detail in the standard plans provides for transition from Type B to Type A guardrail. Approved crashworthy end terminals are added only at the beginning and ending of a total run of guardrail and not at each break caused by intersections and median openings. Breaks caused by intersections and median openings will be closed by means of a crashworthy special end treatment. For medians on divided pavements where grade differential will not permit standard clear zones, the slope is to be modified to provide as safe a slope treatment as possible. Guardrail will not be required except for exceptional or unusual conditions.

Type B guardrail can be used on a flush median, as shown in the figure below. Type B guardrail is to be used where a median barrier is to be provided but site conditions will not permit the use of a concrete barrier (drainage, visibility requirements, aesthetics, etc.). The concrete barrier is generally limited to the high volume roadways with narrow width medians. Many existing freeways have medians that are wider than 36 ft. (11 m). These medians are of sufficient width to satisfy clear zone requirements, thus making the provision of guard cable optional.

[[image:606.1 Warrants for Median Barriers English.jpg|center|thumb|'''Warrant for Median Barriers'''|675px]]

===606.1.3.15 Restricted Lateral Clearance===

When piers or other obstacles require guardrail treatment, the back of the guardrail post is to be placed 4 ft. from the pier or obstacle. Where the clearance obtained is less than 4 ft. but more than 2 ft., 25 ft. of Type E guardrail shall be used preceding and through the limits of the obstacle. There will be situations with narrow shoulders or with curbed medians when encroachment is not permitted. In such cases, Type E guardrail is to be specified requiring 25 ft. preceding the obstacle and extending through the limits of the obstacle as required. The minimum offset to the obstacle can be eliminated completely by attaching the rail to the obstacle by use of a bridge anchor section.

===606.1.3.16 Barricade of Existing Streets and Roads===

Where an essentially rural street or road is to be closed for less than approximately five years, permanent barricades as shown on [http://www.modot.mo.gov/business/standards_and_specs/documents/90302.pdf Standard Plan 903.02] (on Sheet 18 of the AH version of Std. Plan 903.02) and are specified. When the closing of the street or road is anticipated to exceed approximately five years in essentially rural areas, and for closing streets or roads in essentially urban areas regardless of time, either Type 4 Object Markers only or a combination of Type 4 Object Markers and Type D guardrail is specified. Where no hazard exists beyond the end of the closed street or road for a reasonable distance, Type 4 Object Markers are sufficient for delineation. Where a hazard exists beyond the end of the closed street or road that is considered equal to or greater than that created by the use of guardrail, a combination of both Type 4 Object Markers and Type D guardrail is specified. Refer to [http://www.modot.mo.gov/business/standards_and_specs/documents/90303.pdf Standard Plan 903.03] (on Sheet 7 of the BG version of Std. Plan 903.03).

===606.1.3.17 Plans===

Guardrail details and typical locations for installation are shown in the standard plans. Guardrail is shown by proper legend on the plan sheets and the station location and quantities are tabulated on the 2B sheets. Quantities are tabulated in 12 ft. 6in. increments. Curved sections of guardrail are to be installed on curves with a radius of 150 ft. or less. The plans specify the lengths of curved guardrail and the radius of curvature. Curved guardrail is not tabulated separately on the plans. Examples of [[620.4 Delineators (MUTCD Chapter 3D)#620.4.5 Guardrail Delineation|guardrail delineation]] and tabulation are shown in [[media:235 Sample Preliminary Plans.pdf|Sample Plans]].

===606.1.3.18 Urban Section, Curb and Curb and Gutter===

Where barrier curb is used, guardrail is placed with the face at the face of the curb and the center of the rail 21 in. above the pavement elevation at the curb face. Where mountable curb is used, guardrail is placed with the face at the edge of the usable shoulder and the center of the rail 21 in. above the shoulder elevation. Where curb and gutter is used, guardrail is placed with the face at the face of curb and the center of the rail 21 in. above the gutter line. When curbs are constructed directly beneath guardrail, the curb height shall be 4 inches.

===606.1.3.19 Use of 7 ft. Guardrail Posts===

When a 2-ft. offset for embankments behind the guardrail is not available, 7 ft. guardrail posts at 3 ft. 1½ in. spacing with a minimum of 66 in. embedment will be required. It is to be noted that the standard plans for many two-lane and dual-lane facilities constructed in the 1960s and early 1970s show an additional 2 ft. offset for embankments placed in front of or behind the guardrail. A field review by the Design Division personnel of selected projects constructed in the 1960s and early 1970s revealed that in most cases the edge of the travelway and the embankment were separated by 12 ft., at least 10 ft. of which was a paved shoulder. This additional width, or 2 ft. offset, which was usually unpaved, is present even though the typical sections for these projects do not show it.
[[image:606.1.3.19 Slide area.jpg|right|250px|thumb|<center>'''Slide Area'''</center>]]
Due to this fact, designers are to conduct a field check to determine whether additional width is available for projects involving extending or replacing guardrail. This field check is to include the District Soils and Geology Technician to determine whether the embankment has eroded or if a slide has occurred. If the original 12 ft. width has significantly eroded, it is to also be determined whether the 2 ft. offset can be restored without causing additional failure.

If the 2 ft. offset was not originally constructed at the location, a cost analysis is to be conducted to determine whether to add a 2 ft. offset to the slope or use 7 ft. posts with 3 ft. 1 ½ in. spacing.

==606.1.4 Maintenance Planning Guidelines for Guardrail==

'''Printable''' [[media:R227 - Guardrails.pdf|'''Maintenance Planning Guideline for Guardrail''']].

Index of all [[:Category:170 Maintenance Activity Planning Guidelines#Index of Printable Planning Guides|Maintenance Planning Guidelines]].

[[Category:606 Guardrail and Guard Cable]]

Talk:Main Page

2010-04-22T15:05:14Z

EPG-Admin: /* Buy America */ new section

Why do we have 2 people on the front page that no longer work for MoDOT? Melissa left MoDOT for the City of Olathe and should not be featured on the front page. I can't remember the other guys name, but he has been retired for a couple of years. Can we get a picture with some current employees?

[[USER:smithk|Keith L. Smith:]] Good question. Actually, as time passes, there will probably be several people pictured in the EPG that will have been part of our history. We are interested in portraying aspects of MoDOT (especially people at their work) in interesting, higher quality photos. Thus, the work portrayed is usually of much more importance than the people involved. It will probably not be necessary or desirable to erase photos from past employees. Thank you for your input!

== Main Purpose of "Logging In" to EPG ==

I can use the EPG without logging in to the application. I just logged in for the first time and I see that I can participate in a Discussion Thread. Is this where we would point out spelling errors in the EPG, if we should find them? What is the "vision" for this Discussion Thread?

[[User:Tschid|Dan Tschirgi:]] The discussion capabilities of the EPG are available for users to give comments and suggestions on the content of the guidance. We are also appreciative for anyone pointing out errors and omissions. Members of the Engineering Policy Group watch the articles for specific comments made. The discussions can also take place between any users of the EPG.

== Change Order Approval Rules ==

I do have a suggestion. We could use clarification of the Construction Manual/EPG for the change order approval rules in Section 137.2. Here is the excerpt from the EPG Section 137.2 for a Major Change Order: "5. Any change in a major item greater than 25%. 6. Any change of a contract amount greater than 25%."

It would be clearer if it said percentage of what number. For example, is #5 saying "any change in a major item greater than 25% of the line item or is it 25% of the original contract's Total Dollar Amount for the entire project. It would be helpful to many, I think because this reads as being a little vague in my view.

[[USER:smithk|Keith L. Smith:]] This very item had recently been discussed, but your input helped get the article updated a little more quickly. Thank you for your input. The EPG 137.2 portion of the article now states: 5. Any change in a major line item greater than 25% from the original contract amount for that line item (in dollars). 6. Any change of the contract amount greater than 25% of the original contract bid amount (also in dollars).

== Blue Book for Rental Rates ==

I was wondering why the Blue Book isn't linked to the EPG. There is discussion about the rental rates in section 137.3.2 Form C-FA2. Is it possible to link it? We have a shortcut on our desktops for it, but it could be helpful as part of EPG, perhaps.

[[USER:smithk|Keith L. Smith:]] Thank you for an interesting suggestion - one that has not been presented to us until now. Please forward the link you use and we will discuss if and where to place it in the EPG. This sounds potentially useful!

'''Sam Masters''': Currently there is no web address for the ''The Rental Rate Blue Book for Construction Equipment'' (referred to as the "Blue Book") so we cannot link it to the EPG at this time. However, we understand there may be a web address for this information in a few months. We will stay on top of this effort and will make the link once it is available.

We are also working with Construction and Materials to add additional clarifying information to the EPG concerning specification [http://www.modot.mo.gov/business/standards_and_specs/081001/Sec0109.pdf 109.5.4 Equipment] and how it is to be applied to MoDOT operations.

== External Civil Rights Resource Manual Link - Section 135.6 ==

http://www.modot.mo.gov/business/contractor_resources/External_Civil_Rights/documents/ResourceManual-2007.pdf

I think I posted this subject in the wrong place. I noticed an older version of the Resource Manual was linked in the External Civil Right Section 135.6 instead of the January 2007 version that is linked above. There has been significant changes to it. I hope the link above works.

'''Sam Masters''': I have made the suggested revision. The 2007 version of the Resource Manual is now available in 135.6.

== Force Account Forms ==

C-FA3 is linked to the EPG as a blank form, but I haven't found a link to a blank C-FA1 form or C-FA2 form in section 137 or the Forms section. There are examples of them, but not a blank form unless I have overlooked it. Can they be linked in the EPG like C-FA3 is?

'''Sam Masters''': I can provide a link to "blank" versions of C-FA1 and C-FA2, after I receive a Word file copy of each one. These "versions" were not provided with the material we used to add the orginal article to the ''EPG''.

'''Sam Masters''': After contacting the Construction and Materials Division, I received the "Force Account Worksheet". This worksheet has replaced Forms C-FA1, C-FA2 and C-FA3. Article 137 has been revised to reflect this change.

== test ==

test

== Change Orders ==

When you search for Change Orders in the search box the section of the construction guidance on change orders does not appear as a result.

[[USER:smithk|Keith L. Smith:]] You appear to have a point. I had trouble finding the info on change orders in both the old Construction Manual (using "search") and in the EPG (using Google). The EPG change order is in article [[:Category:137 Construction Inspection Guidance for Records to be Maintained#137.2 Change Order|137.2 Change Order]]. Unfortunately, the Google provides many leads to change order information, but most of the leads placed near the top of the list are links to change order forms. We will try to get some technical assistance to see if this can be improved upon. Thanks for your input.

== C-220 Request to Subcontract Work ==

In the EPG, there is a C-220 form that pops up when I searched C-220. It allows saving, but it does not have the calculation feature that the form on the MoDOT Internet Business-Contractor Resources page has. A contractor has complained that the form on the internet does not allow saving, so if any changes are needed, they have to start over. I explained that the EPG has a form, but they said they like the calculation feature of the one on the internet. Can the form in the EPG have a calculation feature for each line?

[[USER:smithk|Keith L. Smith:]] Thanks for pointing this out. Apparently, the very latest file for C-220 was not available at EPG 105.3 or EPG 137 (although it was in our new EPG 101 Standard Forms article). I have updated the links in the 105.3 and 137 articles to match the link in 101 Standard Forms. When the contractor uses the files in any of these articles, he or she should have access to whatever is available on MoDOT's Contractor Resources site since the forms should now be identical. (Note to self and divisions: this is what happens when updated forms are added to the EPG without properly researching all the places within the EPG that the old forms have been already placed.)

== C-220 Request to Subcontract Work - not able to save it ==

Thank you for making the forms match compared to the internet forms, but the main issue for contractor use form is not being able to save the C-220 form for their records. Their only option is to print it. This makes it a problem if they need to make a correction to a C-220 they've submitted. There seems to be no way for the contractor to "detach" the form, so they can edit it when needed. Their only option is to print, not save. This may not be an EPG issue since it is like that on Internet.

http://www.modot.org/business/materials/Request%20to%20Subcontract%20Work%20(C-220).pdf
I think this is the link to the C-220 form that will calculate; however, it cannot be saved. Saving it is very helpful to contractors in case they need to make a correction to it.

We are still having problems with contractors not using the forms that we provide on the Internet through the EPG and the Business with MoDOT Forms page. The EPG link won't calculate the totals for each line and the link on the Business with MoDOT Forms page won't allow saving. Either is inefficient for contractors compared to what they can set up for themselves in order to be able to make corrections to their submittal, if needed, in an efficient way. Is there any resolution so the contractor can have an "official" form that both calculates and saves. We are not accepting their own worksheet page (Page 2)and that forces them to use what we are providing but it is time consuming for them. Is there a work around that I can share with the contractors?

== 2008 CPR Questionaire Form Link not working ==

http://epg.modot.mo.gov/index.php?title=102.2_Contractor_Performance_Rating_System#102.2.1_Questionnaire

This link in the EPG is not working for the Contractor Performance Questionaire. Also, is this where the 2009 form will be? When I click on the questionaire in the Forms box, it goes to the internet but says page broken. I can go to the internet though without using the EPG and it opens from the internet page (Bus. with MoDOT).

'''Sam Masters''': The link to the Contractor Performance Evaluation in 102.2 Contractor Performance Rating System has been restored. Additionally, the word "questionnaire" in the article has been replaced with the word "evaluation". We will request that the Construction and Materials Division provide a 2009 version of this form.

Do we have a Contractor Performance Evaluation for 2009 that is available to contractors or is the only one available the "Empty" one that we can get by logging into the evaluation program? We want to provide a link to it or a print out at our Preconstruction Meetings. Thank you.

== 137.9.7 Subcontract Approval Request - SiteManager ==

I am just wondering if 137.9.7 should have a mention of the C-220 information being entered in SiteManager since we enter all of them. SiteManager figures the percent subcontracted and contains all of the C-220 info.

[[USER:smithk|Keith L. Smith:]] Thanks for your comment. Construction & Materials has contributed guidance in EPG 137.9.7 about C-220 info being entered into SiteManager.

== Labor Compliance "Deducations" ==

Just wanted to point out spelling problem in Section 135.5 and thank you for the good detail about payroll checking. It is helpful.

"...Deductions
All deductions should be clearly identified. Only approved '''deducations''' should be used in wage rate calculations. The most common standard approved '''dedutions''' from the Code of Federal Regulations are shown in the following list. ..."

[[USER:smithk|Keith L. Smith:]] Thanks for noticing and telling us about our deducations, etc. The article has been corrected.

== SiteManager Activation Process ==

I am just surprised that I am not finding a section about the SiteManager Activation Process. I was actually looking to see if Project Offices were required to review all SiteManager Contract data immediately after activation (like we used to do) and BEFORE any data is added. The real world situation is as soon as I get word that I have access, I need to enter C-220 Subcontract data. This project has an Early Notice to Proceed, so things are hurried a bit more.

[[USER:smithk|Keith L. Smith:]] Construction and Materials has been constrained by an agreement with SiteManager to not allow specific SiteManager information into the EPG. Construction and Materials permits SiteManager info to be available to MoDOT personnel at \\ghdata011\ghq_smcommon\CM Manual\vol_3\MMV3CONT.pdfManual\main\CONTENT.pdf. Yes, it would appear to be more convenient to have this info in the EPG and perhaps someday it will be.

== Storm Water Permit Sign ==

http://www.modot.org/business/materials/stormwater%20sign.doc

There is a Storm Water Permit Sign that contractors are required to post at the jobsite. Maybe inspectors have another way to get to it with the permit number, but I was wondering why the EPG doesn't have it available with the permit number. John Howland was able to provide it as an attachment in an email. I don't know if the permit no. changes or not. Just in case it is helpful, I wanted to mention this observation. Someone asked me about how to get one and the only way I found it was by asking John Howland for it and he was very helpful.

[[USER:smithk|Keith L. Smith:]] Thanks for asking about this. Civil Rights has revisited the lists and has added the Stormwater Permit sign to the [[135.4 Required Notices and Posters|EPG 135.4]] listing. The sign/poster listings have been updated in both EPG 135.4 and EPG 101.

== Buy America ==

Buy America Requirement 106.9 is in the spec. book, but when I search the term "Buy America" in the EPG, no results are found.
Should there be a Buy America section in the EPG?

Talk:Main Page

2010-04-22T15:04:55Z

EPG-Admin: /* Storm Water Permit Sign */

Talk:Main Page

2010-04-22T15:04:02Z

EPG-Admin:

Why do we have 2 people on the front page that no longer work for MoDOT? Melissa left MoDOT for the City of Olathe and should not be featured on the front page. I can't remember the other guys name, but he has been retired for a couple of years. Can we get a picture with some current employees?

[[USER:smithk|Keith L. Smith:]] Good question. Actually, as time passes, there will probably be several people pictured in the EPG that will have been part of our history. We are interested in portraying aspects of MoDOT (especially people at their work) in interesting, higher quality photos. Thus, the work portrayed is usually of much more importance than the people involved. It will probably not be necessary or desirable to erase photos from past employees. Thank you for your input!

== Main Purpose of "Logging In" to EPG ==

I can use the EPG without logging in to the application. I just logged in for the first time and I see that I can participate in a Discussion Thread. Is this where we would point out spelling errors in the EPG, if we should find them? What is the "vision" for this Discussion Thread?

[[User:Tschid|Dan Tschirgi:]] The discussion capabilities of the EPG are available for users to give comments and suggestions on the content of the guidance. We are also appreciative for anyone pointing out errors and omissions. Members of the Engineering Policy Group watch the articles for specific comments made. The discussions can also take place between any users of the EPG.

== Change Order Approval Rules ==

I do have a suggestion. We could use clarification of the Construction Manual/EPG for the change order approval rules in Section 137.2. Here is the excerpt from the EPG Section 137.2 for a Major Change Order: "5. Any change in a major item greater than 25%. 6. Any change of a contract amount greater than 25%."

It would be clearer if it said percentage of what number. For example, is #5 saying "any change in a major item greater than 25% of the line item or is it 25% of the original contract's Total Dollar Amount for the entire project. It would be helpful to many, I think because this reads as being a little vague in my view.

[[USER:smithk|Keith L. Smith:]] This very item had recently been discussed, but your input helped get the article updated a little more quickly. Thank you for your input. The EPG 137.2 portion of the article now states: 5. Any change in a major line item greater than 25% from the original contract amount for that line item (in dollars). 6. Any change of the contract amount greater than 25% of the original contract bid amount (also in dollars).

== Blue Book for Rental Rates ==

I was wondering why the Blue Book isn't linked to the EPG. There is discussion about the rental rates in section 137.3.2 Form C-FA2. Is it possible to link it? We have a shortcut on our desktops for it, but it could be helpful as part of EPG, perhaps.

[[USER:smithk|Keith L. Smith:]] Thank you for an interesting suggestion - one that has not been presented to us until now. Please forward the link you use and we will discuss if and where to place it in the EPG. This sounds potentially useful!

'''Sam Masters''': Currently there is no web address for the ''The Rental Rate Blue Book for Construction Equipment'' (referred to as the "Blue Book") so we cannot link it to the EPG at this time. However, we understand there may be a web address for this information in a few months. We will stay on top of this effort and will make the link once it is available.

We are also working with Construction and Materials to add additional clarifying information to the EPG concerning specification [http://www.modot.mo.gov/business/standards_and_specs/081001/Sec0109.pdf 109.5.4 Equipment] and how it is to be applied to MoDOT operations.

== External Civil Rights Resource Manual Link - Section 135.6 ==

http://www.modot.mo.gov/business/contractor_resources/External_Civil_Rights/documents/ResourceManual-2007.pdf

I think I posted this subject in the wrong place. I noticed an older version of the Resource Manual was linked in the External Civil Right Section 135.6 instead of the January 2007 version that is linked above. There has been significant changes to it. I hope the link above works.

'''Sam Masters''': I have made the suggested revision. The 2007 version of the Resource Manual is now available in 135.6.

== Force Account Forms ==

C-FA3 is linked to the EPG as a blank form, but I haven't found a link to a blank C-FA1 form or C-FA2 form in section 137 or the Forms section. There are examples of them, but not a blank form unless I have overlooked it. Can they be linked in the EPG like C-FA3 is?

'''Sam Masters''': I can provide a link to "blank" versions of C-FA1 and C-FA2, after I receive a Word file copy of each one. These "versions" were not provided with the material we used to add the orginal article to the ''EPG''.

'''Sam Masters''': After contacting the Construction and Materials Division, I received the "Force Account Worksheet". This worksheet has replaced Forms C-FA1, C-FA2 and C-FA3. Article 137 has been revised to reflect this change.

== test ==

test

== Change Orders ==

When you search for Change Orders in the search box the section of the construction guidance on change orders does not appear as a result.

[[USER:smithk|Keith L. Smith:]] You appear to have a point. I had trouble finding the info on change orders in both the old Construction Manual (using "search") and in the EPG (using Google). The EPG change order is in article [[:Category:137 Construction Inspection Guidance for Records to be Maintained#137.2 Change Order|137.2 Change Order]]. Unfortunately, the Google provides many leads to change order information, but most of the leads placed near the top of the list are links to change order forms. We will try to get some technical assistance to see if this can be improved upon. Thanks for your input.

== C-220 Request to Subcontract Work ==

In the EPG, there is a C-220 form that pops up when I searched C-220. It allows saving, but it does not have the calculation feature that the form on the MoDOT Internet Business-Contractor Resources page has. A contractor has complained that the form on the internet does not allow saving, so if any changes are needed, they have to start over. I explained that the EPG has a form, but they said they like the calculation feature of the one on the internet. Can the form in the EPG have a calculation feature for each line?

[[USER:smithk|Keith L. Smith:]] Thanks for pointing this out. Apparently, the very latest file for C-220 was not available at EPG 105.3 or EPG 137 (although it was in our new EPG 101 Standard Forms article). I have updated the links in the 105.3 and 137 articles to match the link in 101 Standard Forms. When the contractor uses the files in any of these articles, he or she should have access to whatever is available on MoDOT's Contractor Resources site since the forms should now be identical. (Note to self and divisions: this is what happens when updated forms are added to the EPG without properly researching all the places within the EPG that the old forms have been already placed.)

== C-220 Request to Subcontract Work - not able to save it ==

Thank you for making the forms match compared to the internet forms, but the main issue for contractor use form is not being able to save the C-220 form for their records. Their only option is to print it. This makes it a problem if they need to make a correction to a C-220 they've submitted. There seems to be no way for the contractor to "detach" the form, so they can edit it when needed. Their only option is to print, not save. This may not be an EPG issue since it is like that on Internet.

http://www.modot.org/business/materials/Request%20to%20Subcontract%20Work%20(C-220).pdf
I think this is the link to the C-220 form that will calculate; however, it cannot be saved. Saving it is very helpful to contractors in case they need to make a correction to it.

We are still having problems with contractors not using the forms that we provide on the Internet through the EPG and the Business with MoDOT Forms page. The EPG link won't calculate the totals for each line and the link on the Business with MoDOT Forms page won't allow saving. Either is inefficient for contractors compared to what they can set up for themselves in order to be able to make corrections to their submittal, if needed, in an efficient way. Is there any resolution so the contractor can have an "official" form that both calculates and saves. We are not accepting their own worksheet page (Page 2)and that forces them to use what we are providing but it is time consuming for them. Is there a work around that I can share with the contractors?

== 2008 CPR Questionaire Form Link not working ==

http://epg.modot.mo.gov/index.php?title=102.2_Contractor_Performance_Rating_System#102.2.1_Questionnaire

This link in the EPG is not working for the Contractor Performance Questionaire. Also, is this where the 2009 form will be? When I click on the questionaire in the Forms box, it goes to the internet but says page broken. I can go to the internet though without using the EPG and it opens from the internet page (Bus. with MoDOT).

'''Sam Masters''': The link to the Contractor Performance Evaluation in 102.2 Contractor Performance Rating System has been restored. Additionally, the word "questionnaire" in the article has been replaced with the word "evaluation". We will request that the Construction and Materials Division provide a 2009 version of this form.

Do we have a Contractor Performance Evaluation for 2009 that is available to contractors or is the only one available the "Empty" one that we can get by logging into the evaluation program? We want to provide a link to it or a print out at our Preconstruction Meetings. Thank you.

== 137.9.7 Subcontract Approval Request - SiteManager ==

I am just wondering if 137.9.7 should have a mention of the C-220 information being entered in SiteManager since we enter all of them. SiteManager figures the percent subcontracted and contains all of the C-220 info.

[[USER:smithk|Keith L. Smith:]] Thanks for your comment. Construction & Materials has contributed guidance in EPG 137.9.7 about C-220 info being entered into SiteManager.

== Labor Compliance "Deducations" ==

Just wanted to point out spelling problem in Section 135.5 and thank you for the good detail about payroll checking. It is helpful.

"...Deductions
All deductions should be clearly identified. Only approved '''deducations''' should be used in wage rate calculations. The most common standard approved '''dedutions''' from the Code of Federal Regulations are shown in the following list. ..."

[[USER:smithk|Keith L. Smith:]] Thanks for noticing and telling us about our deducations, etc. The article has been corrected.

== SiteManager Activation Process ==

I am just surprised that I am not finding a section about the SiteManager Activation Process. I was actually looking to see if Project Offices were required to review all SiteManager Contract data immediately after activation (like we used to do) and BEFORE any data is added. The real world situation is as soon as I get word that I have access, I need to enter C-220 Subcontract data. This project has an Early Notice to Proceed, so things are hurried a bit more.

[[USER:smithk|Keith L. Smith:]] Construction and Materials has been constrained by an agreement with SiteManager to not allow specific SiteManager information into the EPG. Construction and Materials permits SiteManager info to be available to MoDOT personnel at \\ghdata011\ghq_smcommon\CM Manual\vol_3\MMV3CONT.pdfManual\main\CONTENT.pdf. Yes, it would appear to be more convenient to have this info in the EPG and perhaps someday it will be.

== Storm Water Permit Sign ==

http://www.modot.org/business/materials/stormwater%20sign.doc

There is a Storm Water Permit Sign that contractors are required to post at the jobsite. Maybe inspectors have another way to get to it with the permit number, but I was wondering why the EPG doesn't have it available with the permit number. John Howland was able to provide it as an attachment in an email. I don't know if the permit no. changes or not. Just in case it is helpful, I wanted to mention this observation. Someone asked me about how to get one and the only way I found it was by asking John Howland for it and he was very helpful.

[[USER:smithk|Keith L. Smith:]] Thanks for asking about this. Civil Rights has revisited the lists and has added the Stormwater Permit sign to the [[135.4 Required Notices and Posters|EPG 135.4]] listing. The sign/poster listings have been updated in both EPG 135.4 and EPG 101.

Buy America Requirement 106.9 is in the spec. book, but when I search the term "Buy America" in the EPG, no results are found.
Should there be a Buy America section in the EPG?

131.5 Proprietary Items and Public Interest Findings

2010-04-14T20:22:12Z

EPG-Admin: Policy on single-source items edited for compliance with the Code of Federal Regulations

[[image:131.5.jpg|center|600px]]

{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Figures'''
|-
|[[Media:131.5_Public_Interest_Finding_Letter.doc|Public Interest Finding Letter]]
|}

==131.5.1 Proprietary Items==

Any patented material, specification, or process that can only be obtained from one manufacturer is known as a proprietary item. These items are generally identified by the use of a trade name. In the interest of promoting competition and allowing for the development of new products, neither FHWA nor MoDOT will participate in payment for any proprietary item, except in the following cases:

* MoDOT certifies the proprietary item is essential for synchronization with existing highway facilities and that no equally suitable alternative exists (requires a letter of public interest finding from the district office to the Central Office).
* The proprietary item is used for research or for a special type of construction on relatively short sections of road (requires a letter of public interest finding from the district office to the Central Office).
* Only proprietary items are acceptable, and at least three proprietary items are offered as alternatives (does not require a letter of public interest finding).
* FHWA finds the utilization of the proprietary item is in the public interest.

Use of the term “or equal” following the name of a proprietary item does not supersede the need to obtain a public interest finding. The public interest finding requirement is only waived when at least three proprietary product names are listed in the proposal as possible alternatives for a specific item. When this is the case, the FHWA still recommends adding the term "or equal" in order to promote maximum competition.

Additionally, the specific characteristics of the proprietary product that is mentioned should be included in the job special provision. Construction personnel can use this information to determine if the substitute product is indeed “or equal”. Examples of specific characteristics are the reflective properties of pavement marking tape, width and length of crashworthy end treatments, signal controller units that are compatible with existing units in the field or other applications in which the district core team can specifically name product characteristics. When requested by a contractor to approve the use of a substitute product based upon the “or equal” provisions contained in the JSP, construction field personnel will coordinate their response to this request with the district project manager. Approval by the Construction and Materials Division must be obtained prior to use of the substitute product.

[http://www.modot.mo.gov/business/standards_and_specs/Sec0106.pdf Section 106.14] of the standard specifications outlines a procedure to follow in the event a proprietary item included in a project becomes unavailable during construction. The resident engineer will share the contractor’s request to use an alternative product with the district project manager (information is also to be shared with the originating work unit who requested the proprietary item be used) and by working together determine if it is acceptable. The contract unit price for this replacement item will need to be negotiated between MoDOT and the contractor. This unit price will be based upon market conditions. Cost for this item on previous MoDOT projects can be helpful in arriving at an appropriate “negotiated” unit price. In most cases the use of a nonproprietary item as a substitute for a proprietary item will result in a lower unit cost. However, in a few instances this might not be the case. If the cost of a substitute for a proprietary item is higher than the unit bid price for the proprietary item the additional cost of the item is not eligible for federal participation (23 CFR 635.411). Therefore, this higher cost will be the responsibility of the local (city, county, developer, etc.) entity, which requested the item be included in the project or MoDOT itself. If additional state funds are required to pay for the substitute item, an adjustment to future funding allocations to the district will be necessary.

==131.5.2 Public Interest Findings==

In order to demonstrate to FHWA and [http://wwwi/design/default.htm Design] that the utilization of a proprietary item is in the public interest, the district must submit a letter of public interest finding to Design.

Any use of a proprietary item in a full oversight project as defined in the [[:Category:123 Federal-Aid Highway Program|Federal-Aid Highway Program]] article will require FHWA approval of the Public Interest Finding. Design will submit the finding to FHWA. Use of a proprietary item on any other project will only require approval from Design.

To gain approval, the letter must include the brand name and manufacturer of the item in question as well as a detailed discussion of the factors that necessitate the item's use (synchronization with existing facilities, no equally suitable alternative is available, substantial cost savings, benefit/cost analysis when more than one proprietary item is available, etc.). This information must be supported by relevant figures and documentation, and will be as complete and detailed as possible. In order to expedite the processing of the request, the bid opening date must be included. A [[Media:131.5_Public_Interest_Finding_Letter.doc|sample letter]] for submittal to the Design Division is available.

Design will notify the district of the decision that is made concerning the public interest finding.
[[category:131 Other General Procedures|131.05]]

131.5 Proprietary Items and Public Interest Findings

2010-04-14T20:11:25Z

EPG-Admin:

[[image:131.5.jpg|center|600px]]

{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Figures'''
|-
|[[Media:131.5_Public_Interest_Finding_Letter.doc|Public Interest Finding Letter]]
|}

==131.5.1 Proprietary Items==

Any patented material, specification, or process that can only be obtained from one manufacturer is known as a proprietary item. These items are generally identified by the use of a trade name. In the interest of promoting competition and allowing for the development of new products, neither FHWA nor MoDOT will participate in payment for any proprietary item, except in the following cases:

* MoDOT certifies the proprietary item is essential for synchronization with existing highway facilities and that no equally suitable alternative exists (requires a letter of public interest finding from the district office to the Central Office).
* The proprietary item is used for research or for a special type of construction on relatively short sections of road (requires a letter of public interest finding from the district office to the Central Office).
* Only proprietary items are acceptable, and at least three proprietary items are offered as alternatives (does not require a letter of public interest finding).
* FHWA finds the utilization of the proprietary item is in the public interest.

Use of the term “or equal” following the name of a proprietary item is permitted under terms of Missouri Standard Specifications for Highway Construction. However, use of the term “or equal” alone does not supersede the need to obtain a public interest finding. It is not necessary to obtain a public interest finding when at least three proprietary product names are listed in the proposal as possible manufacturers for a specific item. Even when this is the case, the FHWA recommends adding the term "or equal" in order to promote maximum competition.

Additionally, the specific characteristics of the proprietary product that is mentioned are to be included in the job special provision. Construction personnel can use this information to determine if the substitute product is indeed “or equal”. Examples of specific characteristics are the reflective properties of pavement marking tape, width and length of crashworthy end treatments, signal controller units that are compatible with existing units in the field or other applications in which the district core team can specifically name product characteristics. When requested by a contractor to approve the use of a substitute product based upon the “or equal” provisions contained in the JSP, construction field personnel will coordinate their response to this request with the district project manager. Approval by the Construction and Materials Division must be obtained prior to use of the substitute product.

[http://www.modot.mo.gov/business/standards_and_specs/Sec0106.pdf Section 106.14] of the standard specifications outlines a procedure to follow in the event a proprietary item included in a project becomes unavailable during construction. The resident engineer will share the contractor’s request to use an alternative product with the district project manager (information is also to be shared with the originating work unit who requested the proprietary item be used) and by working together determine if it is acceptable. The contract unit price for this replacement item will need to be negotiated between MoDOT and the contractor. This unit price will be based upon market conditions. Cost for this item on previous MoDOT projects can be helpful in arriving at an appropriate “negotiated” unit price. In most cases the use of a nonproprietary item as a substitute for a proprietary item will result in a lower unit cost. However, in a few instances this might not be the case. If the cost of a substitute for a proprietary item is higher than the unit bid price for the proprietary item the additional cost of the item is not eligible for federal participation (23 CFR 635.411). Therefore, this higher cost will be the responsibility of the local (city, county, developer, etc.) entity, which requested the item be included in the project or MoDOT itself. If additional state funds are required to pay for the substitute item, an adjustment to future funding allocations to the district will be necessary.

==131.5.2 Public Interest Findings==

In order to demonstrate to FHWA and [http://wwwi/design/default.htm Design] that the utilization of a proprietary item is in the public interest, the district must submit a letter of public interest finding to Design.

Any use of a proprietary item in a full oversight project as defined in the [[:Category:123 Federal-Aid Highway Program|Federal-Aid Highway Program]] article will require FHWA approval of the Public Interest Finding. Design will submit the finding to FHWA. Use of a proprietary item on any other project will only require approval from Design.

To gain approval, the letter must include the brand name and manufacturer of the item in question as well as a detailed discussion of the factors that necessitate the item's use (synchronization with existing facilities, no equally suitable alternative is available, substantial cost savings, benefit/cost analysis when more than one proprietary item is available, etc.). This information must be supported by relevant figures and documentation, and will be as complete and detailed as possible. In order to expedite the processing of the request, the bid opening date must be included. A [[Media:131.5_Public_Interest_Finding_Letter.doc|sample letter]] for submittal to the Design Division is available.

Design will notify the district of the decision that is made concerning the public interest finding.
[[category:131 Other General Procedures|131.05]]

Category talk:Shoulder Maintenance

2010-04-05T13:42:07Z

EPG-Admin: New page: Need to add the word "as" to the paragraph. Maintenance of Edge Ruts Edge ruts can be helped by filling the rut with aggregate, soil, sod or other material. The material should have sta...

Need to add the word "as" to the paragraph.

Maintenance of Edge Ruts
Edge ruts can be helped by filling the rut with aggregate, soil, sod or other material. The material should have stability to prevent rapid recurrence of the condition. The material may be light bladed in from the shoulder or hauled in a hopper bed and applied from the hopper bed with the fan removed. Spot sections can be filled by hand labor. The material should be compacted thoroughly. A windrow of material shall not be left along the edge for traffic to compact. Repeated applications of aggregate and asphalt similar to penetration macadam methods have also proved effective in repairing edge ruts as the asphalt serves '''as''' a binder. Bituminous mix material is not recommended on lower type shoulders unless it can be placed to sufficient depth or on a base to prevent breakup. Sections which require continual maintenance, such as on the inside of curves should be cut down, base material placed and the surface paved with bituminous mix.

Talk:108.1 Project Dates

2010-03-19T18:48:48Z

EPG-Admin: New page: The Construction Division requires a key date for Recorded Survey when new ROW is acquired on a project. The definitions section does not list this key date. Can it be added? Thanks!

The Construction Division requires a key date for Recorded Survey when new ROW is acquired on a project. The definitions section does not list this key date. Can it be added? Thanks!

Category talk:101 Standard Forms

2010-03-09T18:16:53Z

EPG-Admin:

Please Correct the "construction Contingency" Cell within the Project Scoping Memorandum. Construction Contingency is suppose to be 2% but the cell is multiplying it by 3%.

[[User:tschid|Dan Tschirgi]]:The Project Scoping Memorandum has been corrected.

At least one of the posters on this page (MCHR-9) is outdated. Would it be better to just have a link to the posters on MoDOT's "Contractor Forms" page? [http://www.modot.mo.gov/business/contractor_resources/forms.htm]
--[[User:Martik2|Martik2]] 12:16, 9 March 2010 (CST)

Talk:903.6 Warning Signs

2010-01-29T20:18:35Z

EPG-Admin:

Under section 903.6.59, there's a link to Section 903.13.22, but the link only takes you to section 903.13, instead of to the subsection. Any way that link could take you directly to the section it references?

Also, while I was typing this, I wanted to refer to the page for reference, but I can't view both the discussion and page at the same time. And, I had to scroll all the way to the top of the page to switch to the discussion tab. Could the page/discussion/create/watch tabs be "frozen" at the top of the screen while we scroll through the text? Could it possible to view the discussion tab in a sepearte window, maybe at the bottom of the screen?

[[USER:smithk|Keith L. Smith:]] I like the way you think. First, you located a link to a figure that only linked to the EPG article (we refer to EPG articles to avoid confusion with specs, which are referred to as sections) and got with us to correct it. Thanks - and your suggestion has been implemented. Second, you have a cool, techy idea that might be a convenience. Unfortunately, freezing the tabs would be a major change that our technical gura says might not be feasible. In this case, the cool, techy idea will have to be indefinitely postponed.

On Table 903.6.3 Warning Sign Sizes, page 2, the two low clearance signs are listed differently than they are in section 903.6.23. Low Clearance (Educational Plaque) is listed as W12-2B in the table, and W12-2a in the text. The Overhead Low Clearance Sign is listed as W12-3 in the table, and W12-2p in the text. Also confusing things, the Overhead low clearance sign is W12-2a in the 2009 MUTCD, with a size of 78"x24", whereas our sign is listed as 66 x 24 (*72 x 24). Anything that can be done to help clear this up would be appreciated.

Talk:Main Page

2010-01-28T19:09:51Z

EPG-Admin: /* Storm Water Permit Sign */ new section

Category:641 Bicycle Facilities

2010-01-08T15:54:41Z

EPG-Admin: Bicycle facility warrants were incorporated (from an existing link) into the article.

[[Image:641 PHOTO1 Family on Bicycles.jpg|right|460px]]
===Introduction===
MoDOT values the needs of all transportation users, including bicyclists. Local, state and federal agencies are responding to bicyclists' increased use of roadways and bridges by implementing a wide variety of [http://modot.mo.gov/othertransportation/bike_ped/Bikepedintro.htm bicycle-related projects and programs.] Safe, convenient and well-designed transportation facilities are essential to encourage bicycle use. Consideration for the provision of bicycle facilities on MoDOT improvement projects occurs during planning and design activities, when specific conditions exist:
*The local jurisdiction has a comprehensive bicycle policy in the area of the proposed improvement.
*There is public support through local planning organizations for the provision of bicycle facilities.
*The local jurisdiction agrees to fund the total cost of the facility (right of way and construction) plus the provision of future maintenance.
*The local community supports the incorporation of facilities on a particular project.
*Bicycle traffic generators are located near the proposed project (ie. residential neighborhoods, employment centers, shopping centers, schools, parks, libraries, etc.).
*There is evidence of bicycle traffic along the proposed project or the local community supports the incorporation of facilities at this time.
*The route provides access across a natural or man-made barrier (ie. bridges over rivers, roadways, railroads or under access controlled facilities).

The design and installation of specific facilities is at the sole discretion of the director or the district engineer acting as the director’s designee. The decision to provide or not provide a facility on any project will be documented.

Dedicated bicycle facilities will not be provided on interstate roadways or located within their rights of way. However, a bicycle facility may be provided along a non-interstate roadway that crosses interstate right of way if it is grade separated from the interstate travelway and the bicycle facility crossing interstate right of way remains the same as the bicycle facility on each approach to the interstate. For instance, if the bicycle facility is a designated bicycle lane on each approach to the interstate, then it should continue as a designated bicycle lane as it crosses the interstate roadway.

Wherever possible facilities are to be located off MoDOT’s right of way. However, many times bicycle traffic can be accommodated on a proposed improvement simply through the use of a paved shoulder. If this alternative proves unsatisfactory, several other [[641.1 Bicycle Facilities#641.1.2 Types of Facilities|types of facilities]] can be selected to address the bicyclist’s need.

===Funding===
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Additional Information'''
|-
|[http://wwwi/intranet/hs/BikeandPed.htm Bike and Pedestrian Safety]
|}

Costs for the construction and maintenance of new bicycle facilities, including right of way, may be funded by local jurisdictions, by non-department sources, or by the department itself. Enhancement funds cannot be used for maintenance of bicycle facilities. State funds will only be used for facilities located on MoDOT right of way. Bicycle facility funding arrangements for design, construction and maintenance must be addressed with a written agreement between MoDOT and a local sponsor.

===Existing Facilities===

Existing bicycle facilities disturbed by any MoDOT improvement project will be replaced at MoDOT’s expense, unless superseded by provisions of a previously executed agreement or permit. Normal right of way and construction costs for this restoration will be included as a project cost for the proposed improvement.

135.5 Labor Compliance

2009-12-28T16:55:42Z

EPG-Admin: Photo removed due to associated negative connotation.

[[image:135.5.jpg|right|375px]]

Missouri and Federal law often require minimum wage rates (pay) for the various skilled trades. These wage rates are specified in the contract at the time of bidding and are enforced by MoDOT and the Division of Labor during the construction of the project. Typical MoDOT contracts that do not require Wage Rate Determinations are Railroad Adjustments, Utility Adjustments, and some Maintenance funded projects.

Two flowcharts are available to help guide the application of wage rate compliance, one for [http://www.modot.mo.gov/business/materials/PreCon%20Flow%20Chart%20-%20Federal.pdf federally funded projects] and one for [http://www.modot.mo.gov/business/materials/PreCon%20Flow%20Chart%20-%20State.pdf state funded projects.]

==135.5.1 Wage Rate Compliance Checks==
The [[105.2 Control of Work#105.2.1 Responsibilities of the Resident Engineer|resident engineer]] or delegated representative is responsible for monitoring compliance with the wage rate laws at the project level. Wage Rate Compliance Checks (WRCC) shall be performed on active projects when applicable. WRCC consist of two major items: '''Reviewing Payrolls''' and '''Wage Rate Interviews'''.

Payrolls, wage rate interviews and all other labor compliance related documents are to be kept in the resident engineer's office for the duration of the project. After project completion, payrolls shall be stored for a period of three years. All filing related to labor compliance should be kept in a secure storage area in those instances where the Social Security numbers of the contractor’s employees are included.

===135.5.1.1 Payrolls===
Providing weekly payroll information is required on all projects except those that do not contain Wage Rate Determinations by Federal and Missouri law. The prime contractor and each subcontractor are required to submit one certified copy of labor payrolls for each week that work is in progress. If work is temporarily suspended, the last payroll should be appropriately marked to note that it would be the last payroll until work is resumed.

The prime contractor must submit a certified copy of each weekly payroll within 7 days of the payment date of the payroll. The certification may be attached to the payroll or may be on the payroll itself. The prime contractor will be considered responsible for submittal of payrolls and certifications for all subcontractors on the project. The certification must be a properly signed original. Electronic submittal of certified payrolls is not permitted. The prime contractor should be advised that failure to submit these payrolls within the 7-day period will result in delay in submittal of the engineer's payment estimates for those projects involved. The [[105.2 Control of Work#105.2.1 Responsibilities of the Resident Engineer|resident engineer]] shall keep a log of all payrolls received, the date received, and the time period covered. A copy of the complete log will be turned in as part of the project’s final plans.

Every payroll submitted to the RE office should be checked. The following steps should be included in all payroll checks to insure proper labor compliance:
:1) Check that the employee's full name and other personal information are entered on each payroll. Effective January 18, 2009, the contractor is no longer allowed to include Social Security numbers on certified payrolls for projects let after January 18, 2009. Per guidance from the Department of Labor, addresses can be placed on certified payrolls. For projects that are only state-funded projects, addresses will be required to be placed on certified payrolls. For federal-aid projects, placing addresses on the payrolls will be optional. In lieu of the Social Security number, the contractor must assign the employee an identification number and place that identification number on the certified payroll. This identification number can be the last four digits of the employee's Social Security number. For those projects that were let prior to January 18, 2009 the contractor MUST still provide Social Security numbers and addresses on certified payrolls.
:2) Check payroll for correct employee classification.
:3) Check payroll for correct hourly wage and, where applicable, correct overtime hourly rate.
:4) Check daily and weekly hours worked in each classification including actual overtime hours worked (not adjusted hours).
:5) All deductions are listed and net wage shown. U.S. Department of Labor Form WH-347 may be used (more information on deductions outlined below). Specific detailed deductions may be confidential for individual employees. The payroll certification may indicate the types of deductions included in the payroll, and any special circumstances for approved deductions, without identifying them on an individual employee basis. If an employee has a complaint regarding deductions the contractor shall address the complaint immediately and if questions remain, the complaint should be forwarded to the Missouri Department of Labor.
:6) To assure that payrolls are arithmetically correct, approximately 10% of the extensions on the first 3 payrolls should be checked. The contractor is to be advised of any violations noted on the labor payroll. All errors are to be corrected by a supplementary payroll.
:7) All checking in the project office should be in red pencil, initialed by the checker.
:8) No attempt should be made to calculate withholding tax, old age benefits, etc., as this is beyond the scope of our work.
:9) Final payrolls should be marked "Final" or "Last Payroll".

====Deductions====
All deductions should be clearly identified. Only approved deductions should be used in wage rate calculations. The most common standard approved deductions from the Code of Federal Regulations are shown in the following list.
*State or federal taxes
*Voluntary insurance, pension, and/or retirement plans
*Child support and other payments ordered by a court (but not payments to the employer)
*Prepaid wages
*Payments to charitable organizations
*Union dues when agreed to by the union (fines are not allowable)

Non-standard deductions can be approved by the Division of Labor on yearly basis. The contractor must provide documentation along with the payroll when any approved non-standard deductions are in use.

====Owner-Operator====
An owner operator is when a contractor rents a piece of equipment and the operator comes with the rental equipment. A prime contractor can use owner-operators on MoDOT projects according to the Division of Labor. There are certain restrictions that would apply. Only the owner can operate the piece of equipment on site. The owner cannot have other employees on the job. The owner would not be subject to prevailing wage rates and therefore no wage rate interviews will need to be taken. Since this is a rental the prime contractor's insurance would cover the work performed by the owner-operator. The project office should obtain a copy of the contract between the prime contractor and owner-operator. This is to assure that it is a legitimate arrangement and not an attempt to circumvent prevailing wage rate laws.

====Equipment Rental with Operator and Purchase Ordered Work====

A prime contractor using rental equipment that is provided with an operator, via purchase ordered work or other financial arrangement, must include the operators on the certified payroll of the contractor. All related documentation must be provided by the contrator to substantiate this arrangment. The operators are subject to wage rate interviews and are to be paid prevailing wage on prevailing wage contracts. This is to ensure a legitimate arrangement is being used, not an attempt to circumvent prevailing wage rate laws.

====Foreman-Supervisor====
The foreman-supervisor is always listed on the payrolls. A foreman-supervisor who performs 20% OR LESS of the day with the tools of the trade is exempt from wage rate requirements.

Foreman-supervisors who perform MORE THAN 20% of the day with the tools of the trade are subject to wage rate requirements. If the listed wage rate for foreman is the same as the rate for the corresponding worker skill, the hours do not need to be segregated as separate classifications on the payroll. When the wage rates are different between forman and worker skills, the hours should be split appropriately between the classifications.

====Trainee====
Trainees should be listed on the payrolls. The correct classification should be used for the work performed with the trainee designation (e.g., Concrete Finisher/Trainee).

===135.5.1.2 Wage Interviews===
The [[105.2 Control of Work#105.2.1 Responsibilities of the Resident Engineer|resident engineer]] or delegated representative are to conduct wage rate interviews as part of WRCC. The wage rate interview checks for compliance with wage rate laws as well as Equal Emplyment Opportunity (EEO) laws.

Wage interviews shall be conducted at the rate shown on the following table:

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background:#BEBEBE"| Job Type !! style="background:#BEBEBE"| Interview Frequency
|-
| align="center" | Interstate || align="center" | Once Per Week
|-
| align="center" | Federal Aid Primary or Federal Aid Urban Project || align="center" | Once Per Two Weeks
|-
| align="center" | Supplementary and 100% State Financed || align="center" | Once Per Four Weeks
|-
| colspan="2" width="600" style="background:#90EE90" | WRCC should be spread out throughout a project’s timeline. When required, a mininum of one WRCC should be performed on each project.
|}

At least one interview should be performed during each compliance check. Additional interviews should be performed when the risk of non-compliance is higher. Some examples of when additional interviews should be taken are when a contractor has a past wage rate violation history, when there is high crew turnover, when work observed doesn’t match the payrolls, when errors are found on the payrolls, etc.

On smaller jobs it may be possible to interview every employee over time. There is no need to interview an individual a second time unless additional interviews are justified (see above). Once everyone on a job has been interviewed, a note can be used for documentation and wage interviews can cease until new employees are present on the job.

Interviews should be noted in SiteManager. See your SiteManager Policy & Procedure Document. The interviewer should determine employee's name, employer's name, classification of employee, actual wage paid, and posted wage. All wage rate interviews shall be recorded on the [http://epg.modot.org/forms/CO/Wage%20Interview%20(Form%20CR-1).dot Wage Interview] form. All questions on the form should be asked during the interview – as mentioned above wage rate interviews monitor compliance with wage laws as well as EEO regulations. Care should be taken to secure any written record of wage interviews since the employee’s Social Security number is included.

===135.5.1.3 Errors, Ommisions, and Non-Compliance===
When there is any condition or evidence that suggests that the labor laws are not being fully complied with, the resident engineer shall investigate until satisfied of lawful compliance. Investigations shall be limited in nature and cases beyond our investigative ability should be referred to the Divison of Labor. Poor compliance efforts by the contractor should be noted on the [http://p0003/ContractorRating/updateLogin.do Contractor Performance Evaluation].

When payrolls are not submitted within 7 days and/or contain errors, the resident engineer should notify the contractor and encourage them to improve. Payrolls containing errors should be corrected and resubmitted in a timely manner. When payrolls are routinely late and there is no effort to improve on the contractors part, the [[105.2 Control of Work#105.2.1 Responsibilities of the Resident Engineer|resident engineer]] should withold payment until the next regular estimate date after compliance is attained.

When a wage rate is believed to be below the contractual lawful minimum, the Division of Labor should be notified. The Divison of Labor will open a complaint case at the request of MoDOT, the employee, the union, or other third party. The Divison of Labor will perform an investigation and then close the complaint either as a violation or non-violation. The resident engineer should ensure a copy of all correspondance from the Divison of Labor is kept in the contract files.

==135.5.2 Semi-Annual Labor Report==
The district construction engineer is to submit a semi-annual report to the main office containing the following information:
:a. Number of contractors/subcontractors against whom complaints were received.
:b. Number of investigations completed.
:c. Number of contractors/subcontractors found in violation.
:d. Amount of wage restitution found due under:
::(1) Davis-Bacon and related acts.
::(2) Work Hours Act of 1962 (The Davis-Bacon Act encompasses prevailing wage rate violations, whereas the Contract Work Hours Act encompasses daily and weekly overtime violations).
:e. Number of employees due wage restitution under Davis-Bacon and related acts and/or Work Hours Act of 1962.
:f. Amount of liquidated damages assessed under Work Hours Act of 1962.

Due dates for the Semi-Annual Labor report are:

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+ '''Semi-Annual Labor Report Due Dates'''
! style="background:#BEBEBE" width="250" | Reporting Period !! style="background:#BEBEBE" width="250" | Due Date
|-
| align="center" | October 1 to March 31 || align="center" | April 4
|-
| align="center" | April 1 to September 30 || align="center" | October 5
|}

The above report is due not later than April 4 for the period from October 1 to March 31, and not later than October 5 for the period from April 1 to September 30. This report should include all information gathered on Federal Aid Projects.

[[category:135 Public Relations for Construction Activities]]

Talk:751.1 Preliminary Design

2009-12-28T15:06:26Z

EPG-Admin: Ignore "Estimated Costs of CIP Retainings Walls" table

Ignore "Estimated Costs of CIP Retainings Walls" table. The costs are very out of date. Best way to decide between MSE and CIP retaining wall: Will an MSE wall work? Yes, use an MSE wall. No, can you modify MSE to work? Yes, use an MSE wall. No, use CIP wall.

Talk:Main Page

2009-12-23T13:20:11Z

EPG-Admin: /* SiteManager Activation Process */ new section

Category:614 Drainage Fittings (Grate Inlets)

2009-12-16T20:28:59Z

EPG-Admin: Corrected link.

There are many aspects to be considered when inspecting construction quality and this article provides [[614.2 Material Inspection for Sec 614|material inspection guidelines]]. For Laboratory testing and sample reporting procedures, refer to [[614.3 Laboratory Testing Guidelines for Sec 614|614.3 Laboratory Testing Guidelines for Sec 614]]. [[614.4 Maintenance Planning Guidelines for Drop Inlets and Storm Sewers|Maintenance planning guidelines for drop inlets, storm sewers]] and [[614.5 Maintenance of Floodgates|floodgates]] are also available.

[[image:614.curved vane.jpg|right|300px|thumb|<center>'''Curved Vane Grate'''</center>]]
Two types of inlet grates are shown in the standard plans. The [http://www.modot.mo.gov/business/standards_and_specs/documents/61411.pdf curved vane grate (Standard Plan 614.11)] is used in roadway and shoulder applications and is considered [[:Category:641 Bicycle Facilities|bicycle]] safe. The [http://www.modot.mo.gov/business/standards_and_specs/documents/61410.pdf parallel bar grate (Standard Plan 614.10)] may be used only in areas outside the roadway and shoulders, such as in grassy medians or other unpaved areas.

Standard curved vane grate inlets are 2 ft. long (measured in the direction of flow), and either 2 or 4 ft. wide (measured perpendicular to the direction of flow). Only 2 ft. wide inlets may be used in curb and gutter sections; whereas 2 or 4 ft. widths may be used with integral curb (triangular) sections. Details of the inlet grates and gutter cross-sections may be found in the standard plans.

Grate inlets fit in [http://www.modot.mo.gov/business/standards_and_specs/documents/73110.pdf Type S-1, S-2 or S-3 precast drop inlets]. [http://www.modot.mo.gov/business/standards_and_specs/documents/73110.pdf Precast drop inlet covers, Types A, B, C, D and E], are shown in the standard plans.

Hydraulic aspects of grate inlets are presented in [[640.1 Pavement Drainage|640.1 Pavement Drainage]].

==614.1 Construction Inspection Guidelines for [http://www.modot.mo.gov/business/standards_and_specs/Sec0614.pdf Sec 614]==
'''[[646.1 Manholes|Manhole]] Frame And Cover And Curb Inlet (for Sec 614.30).''' The Standard Plans are clear.

620.1 General (MUTCD Chapter 3A)

2009-12-14T16:20:34Z

EPG-Admin: Minor wording clarifications in 620.1.7.

{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Forms'''
|-
|[[Media:620.1 Field Striping Materials Record.pdf|Field Striping Materials Record]]
|-
|[[Media:620.1 2006 Striping Progress Reporting Form.doc|Striping Progress Reporting Form]]
|}

==620.1.1 Functions and Limitations (MUTCD Section 3A.01)==
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|'''Traffic Paint and Beads'''
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|[http://library.modot.mo.gov/RDT/reports/Pd01021/or06011.pdf Report 2005]
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|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
'''Support.''' Markings on highways have important functions in providing guidance and information for the road user. Major marking types include pavement and curb markings, object markers, delineators, colored pavements, barricades, channelizing devices and islands. In some cases, markings are used to supplement other traffic control devices such as signs, signals and other markings. In other instances, markings are used alone to effectively convey regulations, guidance, or warnings in ways not obtainable by the use of other devices.

Markings have limitations. Visibility of the markings can be limited by snow, debris, and water on or adjacent to the markings. Marking durability is affected by material characteristics, traffic volumes, weather, and location. However, under most highway conditions, markings provide important information while allowing minimal diversion of attention from the roadway.

Pavement markings can enhance roadway delineation with the addition of audible and tactile features such as bars, differential surface profiles, milled rumble strips, or other devices intended to alert the road user that a delineation on the roadway is being traversed.

The general functions of longitudinal lines are:
*A double line indicates maximum or special restrictions,
*A solid line discourages or prohibits crossing (depending on the specific application),
*A broken line indicates a permissive condition, and
*A dotted line provides guidance.
[[image:620.1.1.1 1957.jpg|right|310px|thumb|<center>'''Pavement marking info from the Missouri Highway Department's 1957 roadmap'''</center>]]
===620.1.1.1 Legal Authority===
'''Standard.''' Traffic control devices within the right of way will be placed and maintained by the Missouri Department of Transportation in accordance with Sections 226.010 and 227.220 of the Revised Statutes of the State of Missouri.

Pavement, curbs and other additionally approved markings on state roadways shall be placed only by the authority of the Missouri Highway and Transportation Commission.

Delineators and markings on objects warning of their close proximity within the roadway right-of-way are subject to the same jurisdictional regulations.

==620.1.2 Standardization of Application (MUTCD Section 3A.02)==

'''Standard.''' Each standard marking shall be used only to convey the meaning prescribed for that marking in this Manual. When used for applications not described herein, markings shall conform in all respects to the principles and standards set forth herein.

'''Guidance.''' Before any new highway, paved detour, or temporary route is opened to traffic, all necessary markings should be in place.

'''Standard.''' Markings that are no longer applicable for roadway conditions or restrictions and that might cause confusion for the road user shall be removed or obliterated to be unidentifiable as a marking as soon as practical. All markings on MoDOT highways shall be retroreflective.

==620.1.3 Materials (MUTCD Section 3A.03)==
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#ffddcc" width="210px" align="right"
|-
|'''Traffic Paint and Beads'''
|-
|[http://library.modot.mo.gov/RDT/reports/Pd01021/or06011.pdf Report 2005]
|-
|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
'''Support.''' Pavement and curb markings are commonly placed by using paints; however, other suitable marking materials, including raised pavement markers and colored pavements, are also used. Delineators, object markers, barricades, and channelizing devices are visibly placed in a vertical position similar to signs above the roadway.

Standard marking equipment has the capability of placing single or double, broken or solid lines in both white and yellow on the pavement surface.

'''Guidance.''' The materials used for markings should provide the specified color throughout their useful life.

Consideration should be given to selecting pavement marking materials that will minimize tripping or loss of traction for pedestrians and bicyclists. Object markers and delineators should not present a vertical or horizontal clearance obstacle for pedestrians.

'''Support.''' The [[620.1 General (MUTCD Chapter 3A)#620.1.6 Permanent Pavement Markings|materials that MoDOT uses for pavement marking]] and their typical applications are:

:A. '''High Build Waterborne Paint''' - This can be used by contractors when specified. High build paint is applied at a wet thickness of 20 mils. Glass beads are then applied when the line is wet to provide retroreflectivity (See Materials General Services Special Provisions (MGS) for [http://www.modot.mo.gov/business/materials/pdf/mgs/MGS0101.pdf High Build White and Yellow Waterborne Traffic Marking Paint] and [http://www.modot.mo.gov/business/materials/pdf/mgs/MGS0306.pdf Type PM Glass Beads for Application on Pavement Marking Material]).

:B. '''Acrylic Waterborne Paint''' - This material is the standard paint used by contractors and MoDOT forces. It is also called second generation waterborne paint because it uses a second generation or revised version of the original waterborne paint resin. Second generation paint is typically applied at a wet thickness of 15 mils. Glass beads are then applied when the line is wet to provide retroreflectivity (See Materials General Services Special Provisions (MGS) for [http://www.modot.mo.gov/business/materials/pdf/mgs/MGS9106.pdf White and Yellow Acrylic Waterborne Traffic Marking Paint]).

:C. '''Acrylic Copolymer Paint''' - This material is used by contractors when specified. It is typically used as a temporary paint stripe on projects. Acrylic copolymer paint is an acetone-based material that can be used at lower temperatures than waterborne. Acrylic copolymer paint is normally applied at a wet thickness of 15 mils. Glass beads are then applied when the line is wet to provide retroreflectivity.

:D. '''Epoxy''' - Epoxy pavement marking is a two-component epoxy resin and amine curing agent material. Epoxy is used on asphalt surfaces only on major roads, when specified. Epoxy is normally applied at a wet thckness of 25 mils. Glass beads are then applied when the line is wet to provide retroflectivity. Curing time for epoxy under optimum conditions is approximately 10 minutes. Cones can be used to protect the marking during the cure period.

:E. '''Polyrurea''' - Polyurea pavement marking is a two component material. Polyurea is used on concrete surfaces only on major roads, when specified. There have been problems with polyurea damaging asphalt surfaces. Polyurea is normally applied at a wet thickness of 25 mils. Glass beads are then applied when the line is wet to provide retroreflectivity.

:F. '''Wet Reflective Marking''' – Wet reflective markings are used on major roads. They provide visibility of the pavement markings during wet night conditions using several different techniques. The different techniques and their applications on the major roads are:

::1. Wet Reflective Tape – used on the lane lines of major divided highways and is installed in a groove under the 3M contract.

::2. "Rumble Stripes" – conventional paint and bead combinations are applied over rumble strips to provide wet night visibility.

::3. Wet Reflective Paint – used on "flat" lines (not in rumble strips). This system consists of high build waterborne paint on to which standard type P beads and special wet reflective beads are added when the paint is wet.

::Use [http://www3.modot.mo.gov/JOBSPEC2.NSF/172856ff65ca19dc862567bb004c65cd/7665d1ab151a8e0a86257491004bb08d?OpenDocument JSP-08-06] for this item.

:G. '''Preformed Pavement Marking Tape''' - Preformed pavement marking tape has an adhesive plastic backing and retroreflective surface.

::'''Type 2''' - Type 2 preformed pavement marking tape should be used on new surfaces or where there is at least 8 years of pavement service life remaining. Remaining service life is defined as the period before any preventative maintenance is required. Type 2 preformed pavement marking tape should only be used for lane lines or solid white storage lines. Type 2 preformed pavement marking tape is installed in a groove which is included in the pay item for Type 2 preformed pavement marking. Type 2 preformed pavement marking tape is the preferred materials for intersection markings.

::MoDOT currently has a contract with the 3M Company for the installation of Type 2 longitudinal markings on divided major roads.

:H. '''Contrast Marking''' – contrast marking is used to enhance the visibility of white markings on concrete pavements. On either new concrete surfaces or diamond grinding projects, the white markings, other than the edgelines or gores, will be contrast markings. Contrast markings consist of white markings surrounded by black markings. With liquid materials this usually consists of placing a black marking, 2 to 3 inches wider than the white marking first and then striping the white on top of it. With Type 2 tape, the black edges are part of the tape product and are installed as one unit.

:Use [http://www3.modot.mo.gov/JOBSPEC2.NSF/172856ff65ca19dc862567bb004c65cd/7b1529f6b98618c586257491004a9f81?OpenDocument JSP-08-07] for this item.

:I. '''Preformed Removable Pavement Marking Tape''' - Preformed removable tape is used to delineate traffic lanes during construction. Preformed removable tape does not require special equipment to install or remove, however material costs are high, so it may only be cost effective in small quantities. The primary advantage is that the removal of this tape is inexpensive and will not scar the pavement. The primary disadvantes of tape are the higher material cost and weather constraints for installation. When establishing contract times and milestones, the potential timing of paving activites and weather constraints should be considered when selecting temporary pavement marking. A pay item for removal of the marking tape will be included if removal is required.

:J. '''Preformed Short-Term Pavement Marking Tape''' - Short-term pavement marking tape is used in locations where the marking will be in place no more than two weeks. It is cost effective only in small quantities. Short-term pavement marking is not normally removed. If removal is required, removable tape is the preferred material. Short term marking should not be used for temporary lane transitions or bypasses.

:K. '''Temporary Raised Pavement Markers''' - Temporary raised pavement markers are used on contract leveling course and resurfacing projects on two or three lane roadways with no passing zone center striping to provide a temporary centerline until permanent marking is replaced. Temporary raised pavement markers are used in combination with the No Center Stripe sign. Temporary markers should also be used to provide a temporary lane line on 2-lane roadways with climbing lanes. Temporary markers may also be used to supplement other pavement marking in areas where emphasis is needed, such as on bypasses and lane transitions.

:Markers dividing two lanes of traffic in the same direction have one reflective face that is white in color. Markers dividing two lanes of traffic in opposite directions have two opposing reflective faces that are yellow in color. Edge line markers are yellow for the left edge line and white for the right edge line. Where markers are used to emphasize edge lines in sharp curves or tapers, recommended spacing is 15 ft. Where they are used to emphasize intermittent lines or solid lines in tangent sections, recommended spacing is 40 ft. Other spacing may be used according to conditions.

:Temporary raised pavement markers are used to provide temporary edgeline markings. They are also used to provide temporary lane line markings on major divided roads where the permanent marking is to be installed by the 3M contract. See [http://modot.mo.gov/business/standards_and_specs/documents/62010.pdf Standard Plan 620.10] for details on using temporary raised pavement markers.

::1. Type 1 temporary raised pavement markers are used primarily on pavement surface treatment projects. Surface treatment is defined as any pavement surfacing as defined in [http://www.modot.state.mo.us/business/standards_and_specs/Sec0413.pdf Section 413] of the Standard Specifications. Type 1 markers are used for temporary edgeline marking and as part of the "cluster" marking of temporary lane lines.
::2. Type 2 temporary raised pavement markers should be used on all "hard surface" projects.

:Temporary raised pavement markers do require removal after the permanent marking is in place. They do not require a pay item for removal.

:L. '''Snowplowable Raised Pavement Markers''' - Snowplowable raised pavement markers (SRPMs) consist of an iron casting to which is attached a replaceable prismatic retroreflector for reflecting light longitudinally along the pavement from either one or two directions as specified. MoDOT no longer installs any new SRPMs.

'''Standard.''' Pavement marking material requirements for the next calendar year's program, less existing material from the previous season, shall be due in the Traffic Division by the 1st of November. From this submittal, bids shall be taken for the following year's supply. The districts shall be responsible for contacting the material suppliers to arrange delivery.

'''Standard.''' SRPMs are not being installed new on any more projects. Districts can maintain existing SRPMs at their own expense. The districts must assure SRPMs that remain in the pavement are regularly inspected. Where cold milling is being done, the removal of the SRPMs is included in the cost of cold milling. On surface treatment and resurfacing projects SRPMs shall be removed before application of the surface treatment or resurfacing. SRPMs shall not be left in place and covered by surface treatment or resurfacing.

'''Support.''' The night visibility of pavement markings is a direct result of the presence and quantity of the spherical glass "beads" that are embedded in the pavement marking material.
There are several types of glass beads used by MoDOT.

:A. '''Type PM Beads''' – These are an intermediate blend of glass beads. These beads are used by MoDOT striping forces (See Materials General Services Special Provisions (MGS) for [http://www.modot.mo.gov/business/materials/pdf/mgs/MGS0306.pdf Type PM Glass Beads for Application on Pavement Marking Material]).

:B. '''Type P Beads''' – These are the variation of the type PM beads used by contractors (see [http://modot.mo.gov/business/standards_and_specs/080801/Sec1048.pdf Sec 1048.40]).

:C. '''Type L Beads''' - These are a blend of larger gradations of glass beads than the P series. Because this blend contains larger beads, it has the property of providing a quicker retroreflectivity recovery after rainfall. These beads are occasionally used by MoDOT forces (See Materials General Services Special Provisions (MGS) for [http://www.modot.mo.gov/business/materials/pdf/mgs/MGS9401.pdf Type L (Large) Glass Beads for Application on Traffic Marking Paint]).

:D. '''Wet Reflective Beads''' - These are a new type of bead designed to provide wet night visibility during the rain. When used these beads are part of a double drop system where the P series beads and the wet reflective beads are added to the paint line when it is wet. Because of the cost, the wet reflective beads are typically applied at a significantly lower rate than P series beads, 2 lbs/gal versus 8 lbs./gal.

'''Standard.''' The contract with the suppliers of glass beads stipulates the beads shall be shipped in containers of a design and a nominal weight specified in the contract specifications, and the supplier shall certify the weight and packaging. If stacking of these containers is required for storage, they shall not be stacked higher than the manufacturer's recommendation.

'''Guidance.''' Glass beads are applied to the wet paint at a rate of 8 pounds per gallon of paint. On contractor applied pavement markings, the glass beads are applied at a rate determined by the contractor to meet the minimum retroreflectivity requirements of the contract.

Glass beads should be stored in a location that will provide adequate protection against rain, snow or other forms of moisture.

The bead guns on the stripers should be calibrated frequently to assure the proper application rate of beads is being applied to the painted line. The frequency of these calibrations is dependent on the bead guns and their ability to maintain a constant flow of beads. The calibration should be accomplished using an appropriate bead calibration kit. These kits contain a table to calculate the appropriate flow of beads for a given speed of the striper. This calibration should be performed a minimum of once every week of operation.

The form [[Media:620.1 Field Striping Materials Record.pdf|Field Striping Materials Record]] may be used by field crews to record the quantity of material used on each route and section.

'''Standard.''' The form shall not to be sent to the Traffic Division; it is provided only for district use to provide information for completing various district reports (see Figure 3A-2). Spot checks shall be made daily by field personnel to determine that the desired quantities of paint and beads are being applied.

'''Guidance.''' Spot checks should be performed using two methods. The first method is accomplished with the aid of an aluminum sign panel placed ahead of the striper on which the paint, without beads, is to be applied and a mil thickness gauge used to read the wet paint mil thickness. The bead application rate should also be checked at this time by measuring the volume of beads being dispensed over a given time period. These methods should be used to calibrate the striper at the beginning of each day. The second method involves checking the amount of material used, both paint and beads, versus the miles marked. This method should be used through out the remainder of the day to verify the proper material application rates are being maintained.

==620.1.4 Colors (MUTCD Section 3A.04)==
Markings shall be yellow, white, or blue. The colors for markings shall conform to the standard highway colors. Black in conjunction with one of the above colors shall be a usable color.

When used, white markings for longitudinal lines shall delineate:
:A. The separation of traffic flows in the same direction.
:B. The right edge of the roadway.
:C. Channelizing lines.
:D. Approaches to obstructions that may be passed on either side.
:E. Turn markings.
:F. Stop bars.
:G. Pedestrian crosswalks.
:H. Symbol markings.
:I. Islands that may be passed on either side.
:J. Curbs and wall (right side of roadway).

When used, yellow markings for longitudinal lines shall delineate:
:A. The separation of traffic traveling in opposite directions.
::1. No passing zones on two or three lane roads.
::2. Pavement width transitions.
::3. Approaches to obstruction that must be passed on the right.
::4. Approaches to railroad crossings.
::5. Approaches to STOP signs.
:B. The left edge of the roadways of divided and one-way highways and ramps.
:C. The separation of two-way left turn lanes and reversible lanes from other lanes.
:D. Islands that must be passed only on the right.
:E. Curbs and walls (left side of roadway).
When used, blue markings shall supplement white markings for parking spaces for persons with disabilities.

'''Option.''' Black may be used in combination with the above colors where a light-colored pavement does not provide sufficient contrast with the markings.

'''Support.''' When used in combination with other colors, black is not considered a marking color, but only a contrast-enhancing system for the markings.

==620.1.5 Widths and Patterns of Longitudinal Pavement Markings (MUTCD Section 3A.05)==
'''Standard.''' The widths and patterns of longitudinal lines shall be as follows:
:A. A normal line is 4 in. (100 mm) wide on minor roads and 6 in. (150 mm) wide for all white lines and yellow edgelines on major roads. The normal width of yellow centerline markings on major roads is 4 in. (100 mm).
:B. A wide line is at least twice the width of a normal line. The width of the line indicates the degree of emphasis.
:C. A double line consists of two parallel lines separated by a discernible space.
:D. A broken line consists of normal line segments separated by gaps.
:E. A dotted line shall consist of noticeably shorter line segments separated by shorter gaps than used for a broken line. The width of a dotted line shall be at least the same as the width of the line it extends.

Broken lines shall consist of 10 ft. (3 m) line segments and 30 ft. (9 m) gaps. A broken line shall be used to delineate two adjacent lanes of traffic where crossing the line with caution is permitted.

A normal broken white line shall be used delineate the edge of travel path where travel is permitted in the same direction on both sides of the line. Its most frequent application is as a lane line of a multi-lane roadway.

A normal broken yellow line shall be used to delineate the left edge of a travel path where travel on the other side of the line is the opposite direction. A frequent application is a centerline of a two lane, two-way roadway where overtaking and passing is permitted with due care and caution.

A double normal broken line shall delineate the edge of a lane in which the direction of travel is changed from time to time, such as reversible lanes.

Solid lines shall be used to delineate two adjacent lanes of traffic where crossing the line is discouraged, as well as being used mark the edge of the pavement.

A solid white line shall be used delineate adjacent lanes of traffic traveling in the same direction where crossing the line is discouraged. A frequent application is a lane line approaching an intersection, right edge line or gore areas at exit ramps.

A solid yellow line shall be used as a guide or regulatory line to the left of which it is unsafe or illegal to travel. Where a combination solid and broken lines are used, the solid yellow or barrier line has significance only if it is on the right-hand side of this combination as viewed by the driver (i.e. in or adjacent to the traffic lane to which it applies). A solid line shall also be used to mark the left edge line such as on a ramp.

'''Option.''' A dotted line for line extensions may consist of 2 ft. (0.6 m) line segments and 2 ft. (0.6 m) to 6 ft. (1.8 m) gaps. A dotted line for lane drop/add markings may consist of 3 ft. (0.9 m)line segments and 9 ft. (2.7 m) gaps.

==620.1.6 Permanent Pavement Markings==
The selection of permanent pavement markings shall be based on the following table.

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|-
! !! Colspan="2" style="background:#BEBEBE"|Divided Highways !! style="background:#BEBEBE"|Undivided Highways
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! !! style="background:#BEBEBE"|Lane Lines !! style="background:#BEBEBE"|All Other Markings !! style="background:#BEBEBE"|All Markings
|-
| rowspan="2" | '''Major Roads''' || rowspan="2" | Type 2 Tape - Installed by 3M Contract || Acrylic Waterborne Paint on "rumble stripes" || Acrylic Waterborne Paint on "rumble stripes"
|-
| Wet reflective paint on "flat" lines || Wet reflective paint on "flat" lines. Contrast markings for skips on concrete
|-
| '''Minor Roads''' || Acrylic Waterborne Paint || Acrylic Waterborne Paint || Acrylic Waterborne Paint
|-
| '''MoDOT Forces''' || Acrylic Waterborne Paint || Acrylic Waterborne Paint || Acrylic Waterborne Paint
|-
| '''Intersection Markings''' || colspan="3" align="center"|Type 2 Tape - All Locations
|}

'''Support.''' Contract work consists of furnishing and installing Type 2 preformed marking tape, acrylic copolymer paint, high build waterborne paint, acrylic waterborne pavement marking.

'''Standard.''' On the final lift of resurfacing projects and on all new pavements, all pavement marking will be provided by contract. On surface treatment projects, all pavement marking will be provided by MoDOT.

'''Standard.''' All permanent marking materials shall be installed in accordance with the manufacture's recommendations.

'''Support.''' There should be only one type of long line pavement marking on a project.

'''Guidance.''' For road segments with different pavement types less than 1,000 feet long, such as a concrete bridge deck surrounded by asphalt, the pavement marking type for the surrounding pavement should be continued through the segment and contrast marking would not be required on the bridge deck.

'''Guidance.''' On projects where there is a mix of flat lines and "rumble stripes," high build paint may be used on the rumble stripes. This will allow the contractor to use only one material on the project.

==620.1.7 Temporary Pavement Markings==

'''Support.''' Temporary pavement marking consists of furnishing, installing, and maintaining pavement marking in work zones. [http://www.modot.state.mo.us/business/standards_and_specs/documents/62010.pdf Standard Plan 620.10] shows layouts for typical situations.

Paint requires special equipment to install and remove, however material costs are low, so it is cost effective to install in large quantities. The advantage of paint is it can be installed faster than other types of pavement marking material. This is an advantage where striping must be placed under traffic. The primary disadvantage is that the removal of paint is expensive and will result in scarring of the pavement. A pay item for removal of paint will be included if removal is required.

Preformed removable marking tape is the preferred temporary pavement marking material on final wearing surfaces. Preformed removable tape is used to delineate traffic lanes during construction as described above under pavement marking paint. Preformed removable tape does not require special equipment to install or remove, however material costs are high, so it may only be cost effective in small quantities. The primary advantage is the removal of this tape is inexpensive and will not scar the pavement. The primary disadvantages of tape are the higher material cost and weather constraints for installation. A pay item for removal of the marking tape will be included if removal is required.

Short-term pavement marking tape is used in locations where the marking will be in place no more than two weeks. It is cost effective only in small quantities. Short-term pavement marking is not normally removed. If removal is required, removable tape is the preferred material.

Temporary raised pavement markers are used on contract leveling course and resurfacing projects on two or three lane roadways with no passing zone center striping to provide a temporary centerline until permanent marking is replaced. Temporary raised pavement markers are used in combination with the No Center Stripe sign described in [[616.2 Work Zone Signing and Applications|Work Zone Signing]]. Markers dividing two lanes of traffic in the same direction have one reflective face that is white in color. Markers dividing two lanes of traffic in opposite directions have two opposing reflective faces that are yellow in color. Edge line markers are yellow for the left edge line and white for the right edge line. Where markers are used to emphasize edge lines in sharp curves or tapers, recommended spacing is 15 ft. (4.5 m). Where they are used to emphasize intermittent lines or solid lines in tangent sections, recommended spacing is 40 ft. (12 m). Other spacing may be used according to conditions see [[620.2 Pavement and Curb Markings (MUTCD Chapter 3B)#620.2.11 Raised Pavement Markers (MUTCD Section 3B.11)|Raised Pavement Markers (MUTCD Section 3B.11)]].

'''Option.''' Temporary marking tape may be used to establish experimental lanes or intersection markings to determine the markings effectiveness prior to installing the permanent markings. It may also be used to mark temporary centerlines following spot sealing and patching operations.

Temporary pavement marking may be used as a short term replacement for existing marking for grinding, milling and resurfacing, but no direct payment is made to the contractor as described in [http://www.modot.state.mo.us/business/standards_and_specs/Sec0620.pdf Standard Specification Section 620].

Waterborne or acrylic copolymer paint may be used on temporary bypasses or any pavement that will be removed at the end of the project or on pavements where resurfacing will cover the striping. Paint may also be used to delineate temporary traffic lanes where the pavement markings are not in their final locations, such as lane shifts during stage construction, however the removal of paint will result in scarring of the pavement. These factors are to be considered before the decision is made to use temporary paint on final wearing surfaces.

Temporary raised pavement markers may also be used to supplement other pavement marking in areas where emphasis is needed, such as on bypasses and lane transitions.

'''Guidance.''' Temporary marking should be used with pay items where the traffic pattern has changed during construction due to bypasses, lane shifts, narrow lanes, etc.

When establishing [[237.8 Contract Time|contract times and milestones]], the potential timing of paving activities and weather constraints should be considered when selecting temporary pavement marking.

Short term marking should not be used for temporary lane transitions or bypasses.

Type 1 temporary raised pavement markers should be used primarily on pavement [[:Category:413 Surface Treatments and Preventive Maintenance|surface treatment]] projects. Type 1 markers are also used for temporary edgeline marking and may be used as part of the "cluster marking" for temporary lane lines. Type 2 temporary raised pavement markers should be used on all other projects. Temporary markers should also be used to provide a temporary lane line on 2-lane roadways with climbing lanes.

Temporary raised pavement markers normally do not require removal unless they conflict with the final marking. When used on divided highways they need to be removed. They do not require a pay item for removal, but if removal is required it should be indicated on the plans.

Reflectorized white and yellow foil marking tape should be kept in stock in MoDOT stockrooms in a 4 in. (100 mm) width to be used for temporary markings.

This material should not be recommended for locations where it will be subject to heavy traffic for periods greater than 2 months, in areas of heavy turning movements or on short radius curves. In addition, it should not be used to provide pavement marking following completion of construction projects.

==620.1.8 Unauthorized Pavement Marking==

'''Support.''' In order to preserve the appearance of our highways, it is requested that marking on the roadway, for other than traffic regulations, be held to a minimum. These markings are considered detrimental to the traveling public and an unsightly marring of the roadway.

'''Standard.''' All unauthorized pavement markings shall be removed as soon as the district's time schedule will permit.

==620.1.9 Marking Off System Routes==

'''Standard.''' Striping by MoDOT forces shall include the application of a double yellow centerline on state park roads that are a direct extension of a striped state route into the park and that have a surface width of at least 16 ft. (4.8 m). This stripe shall continue to a reasonable and logical conclusion within the park. These operations shall be performed when MoDOT forces are working in the area. Initial marking of state park roads shall only be done after a request has been received in writing from the Department of Natural Resources, State Parks Division. All other striping performed by the department shall be confined to the Missouri Department Of Transportation System. Striping beyond the system for unusual and unique circumstances shall require prior approval by the District Engineer.

==620.1.10 Traffic Marking Paint Application Rates==

'''Standard.''' White and yellow High Build traffic paint should be applied at a wet thickness (excluding beads) of 20 mils, which is equivalent to 22 gal. of paint per mile for a 4 in. solid line and 33 gal. per mile for a 6 in. solid line. White and yellow acrylic waterborne traffic paint should be applied at a wet thickness (excluding beads) of 15 mils, which is equivalent to 16.5 gal. of paint per mile for a 4 in. solid line and 24.7 gallons per mile for a 6 in. solid line.

'''Option.''' Heat may be applied to the paint to maintain a uniform viscosity.

'''Guidance.''' Water borne paint should not be heated above 100 degrees Fahrenheit(Refer to [[620.9 Guidelines for Using Water-Borne Traffic Paint|Guidelines for Using Waterborne Traffic Paint]] for the application of water borne paint).

'''Option.''' During marginal weather conditions at the end of the striping season, in November and December, the thickness of the high build paint may be reduced to reduce no-track time.

==620.1.11 Maintenance==

'''Guidance.''' All pavement markings should be replaced when they are determined to be unacceptable. Pavement markings must look good during the day and at night.

Major roads should have at least one of the pavement markings that have wet night properties.

'''Standard.''' Day performance is defined as 95 percent of the markings shall not appear damaged or missing to the driver at a distance of 150 feet from the vehicle.

Night performance is defined by the retroreflectivity of the markings.

'''Guidance.''' - The retroreflectivity inspection should be performed on a section of roadway with a constant grade, no overhead lighting, sitting in the travel lane and measuring the length of marking visible with the high beams of the vehicle on. A line is considered satisfactory if it is visible for a minimum of 200 ft. or 5 lane line skips ahead of the vehicle.

Retroreflectivity can also be measured with retroreflectometers. If handheld retroreflectometers are used, the [[620.11 Measurement of Retroreflectivity by Handheld Retroreflectometers|Guidelines for Measurement of Retroreflectivity by Handheld Retroreflectometers]] should be used.

Pavement markings on major roads that are determined to be unacceptable should be replaced by Memorial Day.

Pavement markings on minor roads that are determined to be unacceptable should be replaced when practical.

'''Option.''' The level of retroreflectivity may be determined visually at night.

'''Support.''' The goal of the department policy is to provide a uniform line, which will command the respect of the traveling public. This will require the matching of the previous year's stripe. This degree of quality can be maintained with our present equipment; however, as is the case in any operation, the striping crew will be the main element in achieving a neat, uniform line.

'''Standard.''' At the end of the construction season, MoDOT shall ensure that adequate pavement marking is in place during the winter months on incomplete construction resurfacing projects. The markings required shall provide the appropriate traffic control for the given situation while meeting the guidelines of this manual. If required, a stripe shall be marked on new asphalt type surfaces, or existing old pavement, and will be applied using normal application rates. It shall be the responsibility of the contractor to apply this material to ensure adequate pavement markings are provided during the winter months for the traveling public.

==620.1.12 Striping Report==
'''Standard.''' The [[Media:620.1 2006 Striping Progress Reporting Form.doc|Striping Progress Reporting Form]] will be submitted to the Traffic Division within 2 working days of the 15th and the last day of the month. These reports shall be used to formulate a statewide progress report.

==620.1.13 Obliteration of Pavement Markings==
This work consists of removing all existing or temporary pavement marking which is conflicting or might mislead traffic. The exception is short term marking tape which should be in place two weeks or less.

During the process of detouring traffic around construction and maintenance areas and incorporating changes in traffic movements, it may be necessary to remove or obliterate inappropriate pavement markings on the roadway. If this is not done properly the original markings can misdirect traffic, resulting in possible conflicts for both motorists and workers.

'''Standard.''' The use of asphalt or black paint to cover conflicting markings shall not be allowed.

All removal methods must comply with EPA and MDNR regulations concerning air quality and material disposal.

'''Guidance.''' Provisions should be made on the TCP for the removal of all conflicting or misleading markings. Pay items should be provided for removal of pavement marking when required.

Removal or obliteration of inappropriate pavement markings should be performed by one of the following procedures:
:1. Mechanical devices, such as grinders, sanders, scrapers, wire brushes or shot blasters.
:2. High temperature burning with excess oxygen.
:3. Sandblasting.

Where pavement markings have been obliterated, nighttime inspections should be made to verify that the marking is no longer visible and does not interfere with the new pavement markings.

'''Options.''' Where mechanical means of marking removal have been employed to completely remove the pavement marking, paint of a color matching the pavement surface or liquid asphalt materials may be used as a temporary means of covering contrasting pavement texture.

[[Category:620 Pavement Marking|620.01]]

Talk:620.13 Measurement of Retroreflectivity by Handheld Retroreflectometers

2009-12-10T17:11:02Z

EPG-Admin: /* 620.11.4 Sampling */ new section

EPG 620.11.5 is about acceptance for reflectivity readings from a handheld retrorelectometer. The third bullet point down states if four or more readings within a segment are below the minimum value required, the markings are rejected. Under that statement is a "Pavement Acceptance Chart". The problem is the chart does not show the "minimum value" for the markings as per the 620.10.2.4. The minimum value is actually 195 for Yellow and 270 for white.

== 620.11.4 Sampling ==

In section 620.11.4.1.2 = 1000 Feet < Road Lengths < One Mile you need to take 100 shots with the retroreflectometer if you have 5,279ft of striping. But you only have to take 60 shots on a One Mile < Road Length < Six Mile, which could be 5,281ft to 31,679ft. Why would you want more shots on a shorter road length? Seems like over kill to me. Very confusing also.

Category talk:106.7 Material Inspection Test Methods

2009-12-10T15:49:11Z

EPG-Admin: New page: I have a question about EPG section 106.7.80.3.3-Legends, Symbols, Pedestrain Crossing, etc.- It states that acceptance is based upon the quality of work in accordance with Section 620.50....

I have a question about EPG section 106.7.80.3.3-Legends, Symbols, Pedestrain Crossing, etc.- It states that acceptance is based upon the quality of work in accordance with Section 620.50.3.6 (MoDOT Spec Book?) but that specification is no longer in the spec book. I thought these were accepted on certification if they are tape products, and reflectivity readings if they are a paint item?

Talk:620.13 Measurement of Retroreflectivity by Handheld Retroreflectometers

2009-12-10T15:42:17Z

EPG-Admin: New page: EPG 620.11.5 is about acceptance for reflectivity readings from a handheld retrorelectometer. The third bullet point down states if four or more readings within a segment are below the min...

Category talk:904 Construction Inspection Guidance - Certification Requirements and Procedure for Lighting, Traffic Signals, Signs and Cathodic Protection

2009-12-09T20:48:16Z

EPG-Admin: Updated needed to Table 904.2.1

== Updated needed to Table 904.2.1 ==

Table 904.2.1 needs to be updated to reflect new policy, 137.10 Contract Information Archive, specifically the column for " Number of Copies " should reflect only one to be saved on the V drive.

Currently we still have Inspectors requiring the Suppliers to submit multiple copies because "that is what we have always done" and "that is what the EPG requires".

Thanks

770.7 Maintenance of Bridge Superstructure

2009-12-08T19:17:58Z

EPG-Admin: Structural Steel ASTM A441 has been withdrawn

The bridge superstructure consists of that portion of the bridge above the bearings. Maintenance consists of repairs to the deck, handrail, curbs, floor system and structural members. Maintenance of structural members is normally minor unless members are damaged by collision or fire. Major damage to structural members which may affect the load carrying capacity must be reported immediately to Central Office Bridge Maintenance. If any doubt exists as to safety, the bridge should be closed until an inspection can be made and the damages determined.

Girder ends under open expansion joints of all steel bridges should be flushed regularly to remove snow and ice control chemicals, dirt and debris. Truss members in the splash zone and lower chords should also be regularly flushed. Bridges with ASTM A709 weathering steel do not retain the protective oxide layer in the presence of snow and ice control chemicals. Therefore, it is important to regularly [[771.2 Bridge Cleaning and Flushing|clean and flush]] these bridges under open joints.
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#ffddcc" width="210px" align="right"
|-
|'''Rebar, Stainless Steel'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri00027/or08011.pdf Report 2007]
|-
|[http://library.modot.mo.gov/RDT/reports/Ri00027/RDT03003.pdf Report 2003]
|-
|'''Bridge Deck Condition, Ground Penetrating Radar'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri98001/RDT01012.pdf Report 2001]
|-
|'''Bridge Deck, Replacement, Precast RC'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri04027/or06003.pdf Report 2005]
|-
|[http://library.modot.mo.gov/RDT/reports/Ri04027/Brf05Mar.pdf Summary 2005]
|-
|[http://library.modot.mo.gov/RDT/reports/Ri04027/NemoBridge.mpg Video 2005]
|-
|'''Jackhammer'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri98021/RDT02003.pdf Report 2002]
|-
|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
==770.7.1 General Bridge Deck Maintenance==
The maintenance of bridge decks must be timely and performed to a high standard to prevent further deterioration and to protect the investment. Repair of holes or deterioration must be done immediately and not delayed for approval at the time of the annual bridge inspection. Bridge decks that present unusual problems may require contract repair.

Bridge deck maintenance is generally in the following categories:

1. Cleaning and flushing dirt, debris, and snow and ice control chemicals which retain moisture and accelerate deck deterioration.

2. Surface and crack sealers, chip seals and other wearing surfaces to minimize deck wear and assist in preventing further deterioration or possible damage from ice control chemicals.

3. Bituminous mat overlays are used to level uneven decks. This work may be performed by district routine maintenance crews or by contract. Since the overlay is adding dead load to the structure, the bridge must be evaluated and approved for the overlay by the Bridge Division. Repairs to these mats must be made with materials similar to the original material, that is, asphaltic concrete mix must be used to patch or repair asphaltic concrete mats except for temporary repairs in an emergency. A seal coat or double seal coat to waterproof the deck should be placed before placing a mat overlay.

4. Resurfacing with concrete or replacement or patching of concrete floors is performed by district special crews or by contract. Asphaltic materials should not be used for making permanent repairs in concrete decks.

5. Repair or replacement of timber decks may be performed by district special or regional bridge maintenance crews.

6. Epoxies may be used for sealing cracks. Accelerated concrete, epoxy mortar and micro-cements may be used for patching holes or spalled areas. This work should be performed by district special or regional bridge maintenance crews trained in the use of these materials in accordance to the manufacturers recommendations.

==770.7.2 Concrete Deck Maintenance==
Concrete deck repairs range from crack sealing to full depth repairs. Emergency partial depth repairs may temporarily be made with bituminous materials. Permanent repairs should be scheduled as soon as possible. Full depth failure should be repaired immediately. In an extreme emergency, where traffic or weather condition make it impossible to do this, the short term use of steel plates is acceptable. They must be anchored securely to the deck and appropriate signing erected.

Failures less than 1 in. deep are called spalls. Failures over 1 in. deep but that do not go through the deck are classed as partial depth.

Partial and full depth repairs are made with concrete, or approved accelerated mortars.

Concrete repairs of full or partial depth failures may be made with high early strength cement or approved quick setting cement concrete, such as duracrete.

Spalls are repaired using partial depth methods or they may be filled with approved polymers or latex modified asphalt emulsion mixes.

Regardless of the permanent patching material to be used, the procedures are basically the same. The area around the failure should be sounded to determine the limits of the failure. The area should be marked and sawed with a concrete saw. Care must be taken not to cut the reinforcing steel. On a deck with an asphaltic overlay, it should be removed wider than the deck area to be patched. The patch can then be finished smooth and flush with the deck and the overlay properly compacted.

Void tubes of voided slab bridges which are opened during concrete removal shall be formed to prevent filling the void tube with patching material. The Central Office bridge maintenance may be contacted for assistance in forming methods.

The total deck repairs made to bridges with concrete superstructures (main supporting element for span) such as voided slabs, concrete box girders, concrete girders, etc., shall be limited to 100 sq. ft. per span per day. This shall also apply to culverts. This limit does not apply to bridges with steel superstructures. If extensive repairs are required, a special repair plan should be requested from Central Office bridge maintenance.

A 65 pound class breaking hammer is to be used to remove the broken and deteriorated concrete to a depth below the top reinforcing steel. Loose concrete and pack rust shall be cleaned from exposed steel. All loose material is to be removed from the hole and fine particles blown out with compressed air. Additional reinforcing steel may be added where needed.

The patching material is mixed, placed and finished according to accepted procedures or manufacturer's recommendations.

Care must be taken to assure the patch has gained sufficient strength before traffic is allowed on it. Pavon should be used to seal patch edges. The asphalt overlay is replaced after the repaired deck is primed and waterproofed with liquid asphalt. SS-1, CSS-1, EA90P, CRS-2P, or pavon is recommended for this waterproofing.

Full depth repairs in the decks of precast concrete slab spans shall be made in the same manner as the decks of other span types. Only the deck is to be repaired. The deck shall be that concrete above the plane of the bottom of the slab. The repair shall extend the full width of the panel over both stems as shown below.

[[Image:770.7 Precast Slab Panel.gif]].

If slab reinforcement in precast concrete slab panels must be replaced, use #3 or #4 bars at the same spacing as existing reinforcement. If it is necessary to splice longitudinal slab reinforcement, use a 12 in. lap splice.

Should the stems of precast concrete slab panels have shear cracks at the ends of panels, as shown above, Central Office Bridge Maintenance should be contacted before repairs are attempted.

==770.7.3 Seal Coat Resurfacing==
If the condition of the deck is such that deterioration is not advanced and the deck is not uneven, an asphaltic seal coat or double seal coat may be applied. See [[771.2 Bridge Cleaning and Flushing|Chip Sealing Deck]] for additional information. Bridge deck seal coats should be performed during the summer months and be completed by September 1.

The deck should be repaired prior to sealing in accordance with the procedures for [[concrete repairs]].

The entire deck should be cleaned by sweeping or by [[771.2 Bridge Cleaning and Flushing|cleaning and flushing]] thoroughly and allowed to dry completely prior to sealing.

The bituminous material shall be EA90P or CRS-2P liquid asphalt for bridges on all routes. It is permissible to use No-Strip with these asphalts. The asphalt shall be applied to the entire deck at the necessary application rate which is normally 0.3 to 0.4 gallon per square yard. The interiors of curb outlets should be sprayed thoroughly with asphalt and it is not objectionable to apply asphalt to the vertical faces of the curbs. Care must be taken not to spray asphalt on any steel members. All expansion joints should be covered prior to sealing. Tar paper should be used to provide a neat beginning and ending of the seal.

The cover material shall be Iron Mountain Trap Rock, Joplin chat or similar material approved by the Maintenance Division. The gradation shall be: 100% passing 1/2" sieve, 95-100% passing 3/8" sieve, 0-10% passing #4 sieve, and 0-1% passing #200 sieve.

The cover material should be applied immediately after the asphalt and rolled. The application rate should provide a single rock thickness. It is not to be applied in the curb outlet, or for a distance of two feet from the vertical face of the curb.

Traffic is to be maintained at all times. The seal coat area is to be kept barricaded to traffic for a sufficient period to allow proper curing.

Before opening the lane to traffic, all excess cover material should be removed from the deck. A day or two later, it will be necessary to again remove the excess aggregate from the deck, chords and substructure caps. Any excess oil (bleeding) should be blotted with sand or cinders immediately.

If the approaches have been resurfaced with mat, patched or are in a deteriorated condition, they should be sealed at the same time as the bridge deck to present a good appearance. Concrete or mat approaches should also be sealed at the same time when doing so will reduce traffic impact to the bridge.

==770.7.4 Bituminous Mat Resurfacing==
If the bridge deck is uneven or the deterioration is advanced, a bituminous mat may be specified to temporarily correct the condition. Decks in this condition would normally be candidates for programming. All mat added to bridges must be approved by the Maintenance Division office.

The length of the mat should be the length of the bridge plus an additional length past each end to provide for transition sections to reduce the impact on the bridge.

The deck and the approaches should be repaired and cleaned as outlined under [[#770.7.3 Seal Coat Resurfacing|Seal Coat Resurfacing]].

The minimum thickness of the mat is determined by allowing for sufficient cover over the high points in the deck to ensure a satisfactory bond and to prevent raveling. It should also be sufficient thickness to provide a smooth riding surface without overloading the structure.

Expansion devices may be adjusted using the methods shown on [http://modot.mo.gov/business/standards_and_specs/documents/71240.pdf standard drawing 712.40].

The deck shall be coated with a seal coat or double seal coat application as described under [[#770.7.3 Seal Coat Resurfacing|Seal Coat Resurfacing]] prior to asphaltic mat application. The seal chips should extend to the curblines for asphaltic mat overlays.

Type A asphaltic concrete is preferred for use on bridges on heavy traffic routes. It is preferred for use on all bridges, but a Type C mix may be used for bridges on medium or low traffic routes. The maximum aggregate size should be 1/2 in. The mat material should not be too rich or this will cause the mat to shove under traffic.

The asphaltic concrete shall be placed with asphalt pavers. Other mixes may be placed with pavers or motorgraders; however, asphalt pavers are preferred. The mat shall be rolled as soon as possible with special attention being given to the area along the curbs and around the curb outlets as traffic will not assist in rolling this area. Curb outlets shall be cleaned of mat after rolling and before the asphalt has set. It is extremely important to obtain a smooth riding surface and one which will drain properly.

Any material deposited on the chords or substructure caps should be removed before the operation is completed.

==770.7.5 Timber Decks==
Some bridges in the highway system that have timber decks as the supporting members have not been designed to support a concrete deck. The type most commonly found are laminated timber decks which consist of treated rough sawn 2 in. x 4 in. lumber placed transversely and on edge.

[[Image:770.7 Typical Details for Laminated Deck.gif]]

When placing a 2 in. x 4 in. laminated timber deck, a 4 in. x 12 in. is bolted to the I-beam stringers at each end of the bridge to provide a solid header. A 2 in. x 4 in. is spiked to the header and each board is spiked to the preceding board with 40d spikes. To secure the flooring to the stringers, a floor clip is fitted over the top flange of each stringer approximately every foot (12 in.) and spiked to the flooring.

Laminated timber decks shall be surfaced with approximately 1 in. of bituminous mat wearing surface to smooth out the unevenness of the rough sawn flooring and to provide a crown in the roadway for drainage.

This type of decking is flexible and may, after a period of time, work loose. To tighten the decking, the recommended procedure is to drill countersunk holes through the deck adjacent to the stringers and, using 5/8 in. carriage bolts with O.G. washers (special thick washers used to distribute force; typically used in timber bolted connections) under the top flanges of the stringers, draw the deck down tight to the stringer.

==770.7.6 Steel Decks==
Steel grid and structural plate decks normally require little maintenance. If the floor sections separate from the stringers, they can be repaired by jacking or loading the deck down to the stringers and bolting or re-welding. Central Office bridge maintenance concurrence is required prior to non-emergency repairs to steel grid or structural plate decks.

==770.7.7 Expansion Joint Maintenance==
Expansion joints are designed to provide for the movement of the structure caused by temperature changes. Some are constructed with added feature of sealing and surface water in order to keep other members below the joint dry.

The useful service life of many expansion joints can be extended by periodic cleaning with compressed air or high pressure water. Normal sweeping and flushing operations will usually not remove the incompressible materials which damage all types of expansion devices.

Many expansion device units can be saved from complete failure if problems are detected early and corrective measures taken immediately. This is especially true for elastomeric units where anchor failures are common. Failure to act quickly could result in extensive damage to the device and to the surrounding bridge deck. Some accelerated mortar materials will not perform well in areas of high stress such as at expansion devices. Central Office bridge maintenance is able to recommend suitable materials for extreme service areas.

Expansion devices occasionally become loose. Loose joints can be detected by observing their sound under traffic and/or observing the absence of dirt in the countersunk areas around the bolts.

Flat plate devices can be repaired by tightening or replacing the bolts, or by cutting slotted holes and welding along the edges of the slots.

Elastomeric expansion joints can be tightened by replacing anchor bolts or broken sections of the anchor blocks. In no case should these anchor blocks be allowed to flop loosely, creating a traffic hazard.

All dirt and debris should be removed from any expansion device or open joint between spans to permit normal expansion movements.

Each Fall, maintenance personnel should check the riding surfaces adjacent to the expansion devices to ensure that they or any bar dams welded to them will not be damaged by snowplows, or vice versa.

It is suggested that a fine mix bituminous material be applied to raise the grade sufficiently to ensure that snowplows will not damage the expansion devices. Care should be used not to create speed bumps.

Tabs may be used to assist the snow plow across the opening of flat plate devices or when bar dams are placed over existing devices. This is useful when the skew of the expansion device is close to the skew of the snow plows. Tabs from 1/4 in. x 2 in. to 1/4 in. x 4 in. and of sufficient length to span the maximum opening should be spaced on 4 to 6 ft. centers. The tabs are to be welded on the approach side of the device only and parallel to traffic. Avoid placing tabs close to the centerline of roadway where oncoming snowplows might remove them. The tabs should be rounded or tapered on the approach side to minimize snow plows catching them.

==770.7.8 Handrails, Curbs, Medians and Sidewalks==
Damaged or deteriorated handrail should be replaced immediately and a stock of handrail materials should be kept on hand for this purpose.

The high cost of aluminum products and the high theft rate for aluminum necessitates the following repair guidelines for aluminum railing. See the figure below for determining if railing is ornamental or high strength structural railing. Contact Central Office bridge maintenance if additional information is required.

[[Image:770.7 Aluminum Handrail Types.gif]]

1. Single Ornamental Type Rail
:A. Minor damage - repair for appearance.
:B. Major damage - confirm that curb is 9 in. wide or less, remove remainder of handrail, cut off bolts below surface and fill with epoxy mortar or cut off flush and paint with zinc rich paint to prevent rust staining. If curb is wider than 9 in., repair for appearance and pedestrians.

2. Double or Single High Strength Rail
:A. Minor Damage - repair for appearance.
:B. Major Damage - submit a report immediately with details of damage or theft. Include the width of the curb, height of railing and any other information which might affect the decision to replace or remove the remainder of the handrail. Bridge division and Central Office bridge maintenance will review and compare the standards. No handrail will be removed to create a substandard height.

3. Combination Traffic and Bicycling Railing or Pedestrian Fence
:A. Repair as built

Products such as PBC 516 (from Stahl Specialty Company), Viscotene (from Wynn Oil Company), and Tread Eze (from National Chemsearch Company) may be used when replacing aluminum handrails on bridges. A thin coating of material may be applied to the stainless steel cap screws and the stainless steel fillister head machine screws to prevent locking to the aluminum post or tube.

Deteriorated or damaged curbs, medians and sidewalks should be repaired to acceptable standards.

==770.7.9 Bearings==
Various types of bearing plates, neoprene pads, rollers and rockers are presently being used. Regional bridge maintenance crews can reset bearing plates which have slipped out of place by jacking up the girder slightly, removing, cleaning, lubricating with graphite, and returning the plates to their proper position. Under no circumstances are sledge hammers to be used in an attempt to drive the bearing plates back into position. It cannot be done without burring the plates, thereby adding to the work when the job is performed correctly. All bearings are to be kept free of dirt and pack rust in order that they may function properly.

Access plates of roller nests under long spans should be taken off, all dirt and debris removed, the roller nest lubricated and the access plates repositioned by regional bridge maintenance crews when necessary.

[[Category:770 Maintenance of Bridges|770.07]]

Category:712 Structural Steel Construction

2009-12-08T19:15:02Z

EPG-Admin: Structural Steel ASTM A441 has been withdrawn.

{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#ffddcc" width="210px" align="right"
|-
|'''Steel Girder Bridge, Testing, Load Rating'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri97003/RDT99004.pdf Report 1999]
|-
|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Approved Products'''
|-
|[http://modot.mo.gov/business/materials/pdf/vol_1/FS0712T1.pdf Qualified Protective Coatings for Machined Finished Surfaces]
|}

==712.1 Construction Inspection for Sec 712==
The important feature of structural steel inspection include such items as:
:(a) inspection of handling, unloading, storing, and erecting of the various members to make sure they are not subjected to excessive stress
:(b) erection with proper camber, adequately supported
[[image:712.jpg|right|450px]]
:(c) use of the required number of pins and erection bolts to hold all members rigidly in place
:(d) welding or bolting in such a manner that the designed stress and desired appearance is maintained. Any high strength bolts used as temporary erection bolts must be replaced with new permanent bolts.

Successful structural steel erection work will directly relate to skill of the workmen and thoroughness of the inspector. Welders must be qualified by passing required tests. Even though no tests are required for the bolting crew, the inspector has authority to insist that an experienced crew be used.

Fabrication Inspection Reports for structural steel and other metal products such as hand rail and similar fabrication are made by the Bridge Division shop inspector. Copies of this report are mailed to the resident engineer. The inspector should examine the report and study the remarks section. When steel arrives, check it against the list of corrections required of the fabricator, as noted on the report. The shop inspector often depends on field inspection to assure that shop corrections were made prior to shipment. Should material arrive with corrections not made, the inspector should immediately inform the contractor that material will not be accepted until corrections are completed.

A sample of the fabrication inspection report, Form B-708R2, is shown:

[[Image:712 Fabrication Inspection Report.gif|center|thumb|600px]]

Steel shipments should also be accompanied by a Fabrication Inspection Shipment Release form issued by the Bridge Division.

===712.1.1 Expansion Joints===
Expansion joints include all devices by which expansion due to temperature is dissipated within the joint instead of being transmitted to adjacent elements. Expansion joints will normally be provided for bridge superstructure steel, bridge decks and handrails. For this instruction, joints in floors and handrails will also be considered.

'''Prior to Setting Expansion Joints:'''

:Check vertical and horizontal dimensions.
:Check condition of joint upon delivery and provision for storage until installation.
:Check filler material for closed joints.
:Compute temperature correction.

'''During Construction:'''

:Set joints according to temperature correction.
:Align finger type joints exactly to insure free movement without lateral contact.
:If compressible fill material is specified, joints to be filled must be clean and all paint or rust adhering to the structural steel must be removed to obtain necessary adhesion for a waterproof joint. Provide bottom support to prevent it from falling out of the joint, if loosened.
:Where the plans call for sealing of joints with hotpoured rubber-asphalt type compound, special care and equipment are required to obtain a satisfactory job. Heating of joint material must be done in a special double boiler kettle. Temperature of the material should be maintained at or very near that specified by the manufacturer. The joint must be dry and cleaned with air just ahead of the actual pouring operation. The joint should also be poured high to allow for settlement and contraction of joint material as it cools.
:If sleeve type joints are specified, as in handrails, set the inside element symmetrically with outside so that no localized friction will prevent free action of the sleeve.
:No material shall be allowed to enter the joint to prevent its free movement.
After Construction:
:After normal dead load has been taken by all elements of the structure, check freedom of movement.
:Check final position of joint against computed position for the current temperature.
:Remove any foreign material which may have entered the joint during construction.

===712.1.2 Expansion And Contraction Computations===
Expansion joints at ends of continuous units should be set carefully for elevation and opening, as well as checking the meshing of fingers in finger joints. Joint openings are given on bridge plans for a specified temperature, usually 60° F. Should the joint be set at a temperature other than specified, the opening must be adjusted. The coefficient of expansion of steel is 0.0000065 per degree F. Suppose for instance, that a joint opening is given as 1-1/8 in. at 60° F and the sum of the distances each side of the joint to the adjacent fixed shoes in the bridge is 165 ft. Assume temperature of the structural steel to be 95° F when this joint is set. The correction is found by multiplying the difference in degrees coefficient of expansion of steel; that is:

:(95° - 65°) x 165 ft. x 0.0000065 per degree
:= 35 x 165 x 0.0000065
:= 7/16 in.

Since the temperature when setting the joint was greater than 60° F, at which the joint was
computed, the correction of 7/16 in. should be deducted if the joint is to give 1-1/8 in. opening at 60°. The opening at which the joint should be set at 95° would be 1-1/8 in. less 7/16 in. or 11/16 in. Likewise if the temperature at which the joint is set should be lower than that given on the plans, the correction should be added to the joint opening to give the required opening at plan temperature. Both sides of each joint should be set in place and checked for alignment and fit before any permanent connections are made to either side to insure: (1) smooth riding surface, (2) proper depth of concrete slab, and (3) a joint which will operate correctly with expansion and contraction movements of the bridge.

For bearing devices, specified temperatures will be used as the basic temperature on which to base an allowance for expansion or contraction. Rockers and rollers should be vertical and masonry plates in a neutral position for full dead load at this specified temperature. The masonry plates shall be placed in this position for all degrees of temperature but the rockers shall be tipped in the proper direction and the rollers placed in the required position to compensate for the amount of expansion or contraction of steel at the time they are placed.

===712.1.3 Bearings===
Bearings are devices for transferring superstructure loads to bridge seats. They include masonry bearing plates, elastomeric pads, shoes, rockers, rollers, and combinations of them some of which may be teflon coated. Anchors are the means of preventing movement of bearing devices on bridge seats and include anchor bolts, bars, or structural shapes. Earthquake retainers are provided on some bridges to prevent the bearing devices from moving off the bearing area.

'''Prior to setting of Bearings or Anchorage:'''
:Check vertical and horizontal dimensions.
:Check condition of bearing upon delivery and provisions for storage until installation.
:Inspect bridge seats to insure that they are finished to receive bearings.
:If anchorages have been cast in place during construction of bridge seat, check for accuracy.
:Compute temperature correction.

'''During Construction:'''
:Holes for anchor bolts will be drilled unless anchor bolts have been cast in foundations or formed holes have been provided. These holes must be kept free of water in freezing weather.
:Position of anchor bolts with respect to expansion bearing details shall correspond with the position indicated for the temperature at time of erection.
:Drilled or formed holes will be backfilled after anchors are set with non-shrink grout completely filling the space in the hole.
:Correct any irregularities in bearing plate areas of bridge seat.
:Set bearing plates in exact position with full uniform bearing on contact surface.
:Unless otherwise specified, contact surfaces shall be painted in accordance with the specifications. Compressed rubber and fabric pads shall be placed under the bearing plates as shown on the plans.
:Rocker or roller, if used, shall be set in the position dictated by temperatures at time of setting.
:Where expansion bearings include sliding plates of different coefficients of friction, care must be taken not to reverse the position of the two plates with respect to each other and to the bridge seat.

===712.1.4 Welding===
Project personnel are frequently asked to conduct tests for field qualification of welders. The [[Media:712 Welder Qualification Test Details.pdf|Welder Qualification Test Details]] provide instructions to inspectors as to how specimens should be prepared for various test positions:

Current specifications allow welders to be qualified by an established facility with an accredited AWS certified welder program as defined in AWS Standard QC 4-89.

Test specimens are to be submitted to the Construction and Materials Division laboratory. [[media:712 Form B-711.gif|Form B-711]] must be submitted by the testing inspector. At the option and expense of the contractor the test specimens may be submitted to an approved testing laboratory for radiographic testing. The radiograph film will then be submitted to the engineer for approval.

After the welder has completed the test and before samples are submitted for testing, samples should be subjected to visual inspection by the resident engineer, or by a competent inspector other than the one who supervised the test. If samples are obviously faulty, qualification should be denied at the District Level, and the samples should not be submitted to the laboratory.

If weld specimens are found to be satisfactory, a card is issued to the applicant listing the positions and types of material for which qualification is granted. The card is signed by the
Bridge Engineer. This card expires on a specified date but may be renewed by the holder by applying to the Bridge Division with supporting evidence that there has been no interruption greater than three months in the applicants welding in the position for which qualified, and further establishing that the applicant has worked on a project under Missouri Department of Transportation inspection during the preceding twelve months.

Should the applicant fail the test, a retest is granted only if extenuating circumstances exist. Any circumstance surrounding the test which in the opinion of the inspector could have a
direct adverse influence on the results should be noted on [[media:712 Form B-711.gif|Form B-711]] which accompanies test specimens to the laboratory. The Bridge Division will consider these circumstances in determining whether a retest will be permitted.

A welder who fails his first test and is not granted a retest must wait six months before trying again to qualify. A retest will be administered then only if proof is furnished of further training or practice. Any welder granted a retest must then submit four specimens representing two test welds for each type that failed.

The inspector should carefully examine all test specimens and be sure they are cut to exact size. He should list the electrodes by their AWS-ASTM classification number and not by trade name. The inspector should check the box from which the electrode is taken to determine the
classification number.

Each project office is expected to submit [[media:712 Welder Qualification Report.gif|Welder Qualification Reports]] on welders actively engaged on projects under their supervision at completion of the welders employment on the work. Any additional information which might affect the decision and grant renewal of the card should be shown under the remarks. Unsatisfactory workmanship will be considered cause for cancellation of the welder’s qualification card and a requirement that the welder requalify by test.

The dates covering the entire period of welding should be shown. If welding was intermittent or represented only a small part of the time period, this should be noted in the remarks column, along with an estimate of the percentage of the time period when welding was actually done.

If project personnel consider the welder’s performance to be marginal to the degree that they feel retesting for qualification is desirable, they should indicate the reasons for the recommendation under remarks. Typical would be "high percentage of welds failed X-Ray inspection", or "excessive undercutting", or reference to other specific defects which occur with excessive frequency.

The completed [[media:712 Welder Qualification Report.gif|Welder Qualification Reports]] should be sent to the State Bridge Engineer for each welder on the project fifteen days prior to the expiration date on the welders qualification card, or at the expiration of his work on the project, whichever is earlier. Where renewal occurs during the active work, it will be necessary to submit a second report covering the period from renewal date to completion of work. Such reports should be identified under remarks "supplemental - subsequent to renewal on "Date"."

The welder’s request for renewal is to be made directly to the State Bridge Engineer. Action on the request will be based on the record developed from the welder’s qualification report on file.

Shear connectors are generally installed in the field by welding. The inspector is responsible
for qualifying the contractor’s procedure and operators as specified in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.3.4.1].

For non-stress welding such as pile caps, angles and channel bracing, and similar welding, and for welding pile splices, it is intended that welders who are not pre-qualified be required to
demonstrate their competence as a welder. The operator should be required to make a weld on the
job in the position in which plan welds are to be made. This weld should be examined for contour, under-cutting, smoothness, and slag pockets, then be broken from the root side in a vice by use of a sledge hammer, and the weld examined for root penetration. [[media:712 Form B-711.gif|Form B-711]] can be filled out for project records with one copy sent to the district office and one to the Bridge Division.

Detailed instructions concerning welding and weld qualification tests are to be found in
the welders inspection manual published by AWS. Copies have been furnished to each district.

The period of effectiveness for field welder cards is three years. During the period of effectiveness, the field welder will be required to weld on a minimum of one MoDOT project during each year of the time period. For example, a field welder receives a card effective from January 2004 to January 2007, as a minimum, the welder must weld on one project in 2004, one project in 2005 and one project in 2006 in order to renew their card. The Resident Engineer, or designee, should still complete the "MoDOT Welder Qualification Report" each time a welder welds on a project and should provide a copy to the welder and the Bridge Division.

===712.1.5 High Strength Bolts And Washers (Sec 712.7)===
Bolts, nuts, and washers must meet applicable requirements of ASTM as noted in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.7.3] illustrates typical dimensions and markings for high strength bolts and nuts. ASTM permits elimination of the three radial lines on the head of heavy hexagon structural bolts if the required A325 mark is present. Markings on the nut may be either raised or depressed, bolt heads must also carry a mark to identify the manufacturer.

A permissible alternate type of nut may be furnished. Such nuts would be marked with the symbol 2 or 2H and the manufacturer's symbol.

Bolts tightened by the calibrated wrench or turn-of-nut method should be checked following the procedures outlined in the Standard Specifications.

The sides of bolt heads and nuts tightened with an impact wrench will appear slightly peened. This will indicate that the wrench has been applied to the fastener.

====712.1.5.1 Bolted Parts (Sec 712.7.1)====
[http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.7.1] covers cleaning of parts to be bolted. Bolts, nuts, and washers will normally be received with a light residual coating of lubricant. This coating is not considered detrimental to friction type connections and need not be removed. If bolts are received with a heavy coating of preservative, it must be removed. A light residual coating of lubricant may be applied or allowed to remain in the bolt threads, but not to such an extent as to run down between the washer and bolted parts and into the interfaces between parts being assembled.

====712.1.5.2 Bolt Tension====
A washer is required under nut or bolt head, whichever is turned in tightening, to prevent galling between nut or bolt head and the surface against which the head or nut would turn in tightening, and to minimize irregularities in the torque-tension ratio where bolts are tightened by calibrated wrench method. It is also required under finished nuts and the heads of regular semifinished hexagon bolts against the possibility of some reduction in bearing area due to field reaming.

Standard Specifications require that bolt torque and impact wrenches be calibrated by means of a device capable of measuring actual tension produced by a given wrench effort applied to a representative sample. Current specifications require power wrenches to be set to induce a bolt tension 5 percent to 10 percent in excess of specified values but the Special Provisions for the project should be checked for a possible revision to this requirement.

The contractor is required to furnish a device capable of indicating actual bolt tension for the calibration of wrenches or load indicating device. A certification indicating recent calibration of the device should accompany it. It is recommended that the certification of calibration be within the past year but if the device is being used with satisfactory results, the period may be extended. More frequent calibration may be necessary if the device receives heavy use over an extended period.

The contractor has the option of using the calibrated wrench method or the turn-of-nut method for tightening bolts. The turn of the nut is from a snug tight position, which is somewhat tighter than the finger-tight position. This necessitates that the joint must be first drawn tightly together by use of temporary erection bolts.

===712.1.6 Painting===
Painting of structural steel items, other than inaccessible areas, is usually, but not always, the final item of work performed on bridges. A notable exception is when the contract requires application of a shop coat of paint. Since the paint film is the sole protection of the steel from oxidation and corrosion due to exposure to the elements, it is extremely important that cleaning of steel and application of paint be properly done.

====712.1.6.1 Paint Systems====
All structural steel shall be painted by one of the systems set out in Section 1081 of the Standard Specifications. The required system or a choice of systems will be specified in the contract.

Magnetic type gauges are used to measure the dry film thickness. Instructions for measuring film thickness are included with the gauges.

====712.1.6.2 Surface Preparation====
Surfaces to be painted shall be blast cleaned with abrasives producing the nominal height of profile required by the specifications or special provisions. The blast cleaned surface shall be
completely free of all oil, grease, dirt, rust, millscale, and other foreign matter except that light shadows, streaks, or slight discolorations caused by rust stain or mill scale oxides, or slight, tight residues may remain. [http://modot.mo.gov/business/standards_and_specs/Sec1081.pdf Sec 1081.3.2.1] lists pictorial surface preparation standards for comparison purposes.

The residue left after blast cleaning operations should be removed with clean brushes, blown off with compressed air or cleaned by vacuum. The blast cleaned surfaces should be given a prime coat of paint within 24 hours after cleaning or before rust forms on the surface. All rusted, damaged, or unpainted areas, including nuts and bolts, to be primed in the field shall be cleaned to the same degree as specified for the applicable paint system.

Abrasive blasting or other removal methods create dust and debris that must be contained to prevent environmental contamination. A containment system should prevent lead from being released onto the jobsite, provide ventilation, and allow convenient work access. A containment
system may consist of tarps, wind screens or solid panel arrangements, and incorporate funnels or vacuum systems to collect abrasive, dust, and debris.

Containment systems designed to prevent environmental releases increase the potential for worker exposure, which is regulated under Occupational Safety and Health Administration Construction Industry Standards. Respirators are furnished our inspectors for use in a containment structure. Protective clothing (disposable coveralls) should also be furnished to our inspectors. Inspectors should also have blood lead levels checked periodically.

====712.1.6.3 Shop Coating====
Inspection of shop painting is usually done by personnel from the Construction and Materials Division. The contractor is responsible for field touch-up of shop applied paint, including damaged areas and areas masked in the shop. The touch-up field coat should be made with the same type paint used for the shop coat.

====712.1.6.4 Field Coating====
Field paint, except for touchup painting and painting inaccessible surfaces should not be
applied until concrete operations are complete and the forms removed. Surfaces not in contact but which will be inaccessible after erection shall receive two coats of specified primer.

The problem of determining what is considered to be an inaccessible surface requires considerable judgment and experience. To assist inspection personnel in this determination, the following list of typical locations, even though incomplete, is provided:

'''(a) Beam and girder spans'''
:l. Bottom of bearing plates where in contact with fabric pads.
:2. End of I-beams and girders.
:3. Backfaces of end diaphragms at end bents or intermediate bents where final clearance will be less than l2 in.
:4. Top surfaces of all diaphragms if final clearance is less than 6 in.
:5. Portions of expansion device where not in contact or embedded in concrete.
:6. Tops of overhang brackets (if any) if final clearance is less than 6 in.
:7. Faces of overhang (if any) next to abutment if final clearances will be less than l2 in.
'''(b) Truss Spans'''
:l. Bottom of bearing plates where in contact with pads.
:2. Underside of cover plates and caps.
:3. Inside of cabins and the backface of members if clearance is less than l2 in.
:4. Backside of end floor beams at abutments if final clearance will be less than l2 in.
:5. All steel members in contact with or adjacent to curb and slab (post, diagonals, etc.)
:6. Tops of overhang brackets (if any) with final clearance of less than 6 in.
:7. Tops of floor beams or stringers not in contact with concrete, if final clearance will
be less than 6 in.
:8. Steel rail posts where bolted against the slab or curb.

====712.1.6.5 Application====
[http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.10] and [http://modot.mo.gov/business/standards_and_specs/Sec1081.pdf Sec 1081] specifies various methods of application for paint. The inspector should enforce all requirements of the Standard Specifications to prevent unauthorized thinning of paint. The Job Special Provisions should be checked for paint and paint applications for new bridges and repaint of existing bridges.

The contractor is required to arrange the work schedule to provide ample time for each coat of paint to dry before the next coat is applied. In no case should a coat of paint be applied until the previous coat has been approved by the inspector.

====712.1.6.6 Inspection====
The alert paint inspector should insure that the surface of the steel is properly cleaned and that each surface to be painted is clean and dry at the time of paint application. The following checklist is provided for guidance.
:l. Steel is properly cleaned and dust removed.
:2. First coat application is within 24 hours of cleaning or before rust forms on the surface.
:3. Paint has been inspected and approved.
:4. Temperature is not below 40° F for Systems C, D and E.
:5. Air is not misty and surface to be painted is dry and frost free.
:6. Paint is applied in accordance with the specifications.
:7. Paint is not thinned except as approved by the Standard Specifications.
:8. Preceding coat of paint is thoroughly dry before application of next coat.
:9. Paint is applied only on sections which have been approved by the inspector.

'''Field Coating.''' This note is to give some guidance on how to clean shop applied zinc paint that has been exposed to exhaust fumes and the elements. This would primarily occur on an overpass that has been in place for some time and exposed to exhaust fumes. Typically a painting contractor will use a power washer to remove dirt and debris before the intermediate and final paint coatings. Vehicle emissions can only be removed by using a detergent when power washing. A cleaning solution must be used in the power washing process or there could be significant failures to the coatings that are applied over the zinc paint. Once the detergent has been used it is important to then clean water rinse the steel to make sure all of the detergent has been removed. The detergent, if not properly rinsed off, will be harmful for subsequent coatings also.

This should not be an additional pay item and would be covered under [http://modot.mo.gov/business/standards_and_specs/Sec1081.pdf Sec 1081.3.2.1]. There is no practical test for the vehicle emission residue. A light colored cloth to wipe on the steel to look for an oily residue is recommended.

====712.1.6.7 Touching Up Damaged Primer====
If the inorganic zinc primer is damaged or small imperfections in the primer are discovered, the following repair procedure is acceptable. Inorganic zinc only adheres well to raw steel. Therefore an epoxy mastic paint can be used for repairs. The epoxy mastic paint should be from the same supplier as the inorganic zinc to assure compatibility. The epoxy mastic paint will be a different color. Therefore it should only be used where intermediate and final coats will be
applied, where it will be encapsulated in concrete, or in an area where aesthetics is not a concern. The epoxy mastic paint should be applied according to the manufacturer's recommendation.

'''Lead Paint Disposal.''' Recently there have been proposals by bridge painting contractors to use a compound (such as BLASTOX) to encapsulate lead based paint on bridges / steel structures. When this product is sprayed onto girders containing lead based paint, it encapsulates the lead which in effect yields a lower value on analytical tests or Toxic Characteristic Leaching Procedure (TCLP) tests. The encapsulate does not remove the lead from the lead based paint, rather it masks the lead content when tested.

If the TCLP test results are above 5.0 Parts Per Million (PPM) lead, then the removed material is subject to hazardous waste handling requirements and transportation by a licensed hazardous waste transporter and hazardous waste manifest. In some situations, material containing greater than 5.0 PPM lead may be allowed to be shipped to a lead smelter as an ingredient to make more lead. In this case only a bill of lading is required for shipment of the material.

If the TCLP result is less than 5.0 PPM, it is legal for landfills to accept this material for disposal (as long as it does not contain other hazardous waste materials). However, landfilling this material is not in the best interest of MoDOT because the encapsulates do not remove the lead. Landfilling this material could subject MoDOT to long term liability and expensive environmental cleanups. On the other hand, when lead paint material is taken to a lead smelter,
MoDOT is reassured that the material is being reclaimed for reuse which significantly reduces
MoDOT's long term liability.

The contractor wants to be paid for all of the material disposal as if it all had to go to a special waste site. This type of proposal should not be accepted. The lead is still there and the encapsulate could break down over time exposing MoDOT to long term liability. MoDOT reimburses the contractor for disposal of the lead so the contractor is not out of any money.

==712.2 Materials Inspection for Sec 712==
===712.2.1 Scope===
This guidance establishes procedures for inspecting and reporting those items specified in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712] which are not always inspected by Bridge Division personnel or are not specifically covered in the Materials details of the Specifications, and inspection of shop coating of structural steel.

===712.2.2 Apparatus===
(a) Magnetic gauge, reading range of 0-40 mils (0-1000 mm) with calibration tool.
(b) Calibration Standard Set (1.5-8 mils (38-200 mm)).
(c) Pictorial Surface Preparation Standards for painting steel surfaces.
(d) Surface profile gauge, Keane-Tator Comparator, with appropriate reference disc for sand, grit, or shot blast.
(e) Sling psychrometer and relative humidity tables.
(f) Ferrous Surface Temperature Thermometer.
(g) Flashlight and mirror.
(h) Rule with suitable graduations to accurately measure the material to be inspected.

===712.2.3 Procedure===
Normally all materials in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712] except paint and shear connectors will be inspected by Bridge Division personnel. Bolts, nuts and washers accepted by PAL may be delivered directly from the manufacturer to the project without prior inspection. When requested by the Bridge Division or construction office, the Construction and Materials Division will inspect these and other miscellaneous items. The Bridge Division is responsible for the inspection of shop coating of structural steel at fabricating plants.

====712.2.3.1 Project Inspection and Sampling for PAL====
Inspecting of PAL material will be as stated in this section and [[106.2 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]].

===712.2.4 Miscellaneous Materials===
====712.2.4.1 High Strength Bolts====
All bolts, nuts, and washers should be from a PAL supplier in accordance with [[106.2 Pre-Acceptance Lists (PAL)|Pre-Acceptance Lists (PAL)]]. If a supplier proposes to furnish structural steel connectors and is not on PAL, a request is to be made to the Construction and Material Division for acceptance into the PAL program. Once satisfactory submittals have been received, the supplier will be placed on the PAL. Bolts, nuts, and washers, for use other than bridge construction and in quantities less than 50, may be accepted from a PAL supplier without a PAL identification number.

'''712.2.4.1.1 Manufacturer's Certification.''' Bolts and nuts specified to meet the requirements of ASTM A307 shall be accompanied by a manufacturer's certification statement that the bolts and nuts were manufactured to comply with requirements of ASTM A307 and, if required, galvanized to comply with requirements of AASHTO M232 (ASTM A153) or were mechanically galvanized and meet the coating thickness, adherence, and quality requirements of AASHTO M232 (ASTM A153) Class C. Certification shall be retained by the shipper. A copy should be obtained when sampling at the shipper and submitted with the samples to the lab.

All bolts, nuts and washers are to be identifiable as to type and manufacturer. Bolts, nuts, and washers manufactured to meet ASTM A307 will normally be identified on the packaging since no special markings are required on the item. Dimensions are to be as shown on the plans or as specified.

Weight (mass) of zinc coating, when specified, is to be determined by magnetic gauge in the same manner as described for bolts and nuts in Field Sec 1040 of this Manual.

Samples for Laboratory testing are only required when requested by the State Construction and Materials Engineer, or when field inspection indicates questionable compliance. When samples are taken, they are to be taken at the frequency and of the size shown below. When galvanized bolts, nuts and washers are submitted to the Laboratory, a minimum of 3 samples of each are required for Laboratory testing.

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|3 for lots of 0 to 800 pcs.||rowspan="4"|Each sample is to consist of one bolt, nut and washer - Submit for Dimensions, Weight (Mass) of Coating, Mechanical Properties.
|-
|6 for lots of 801 to 8,000 pcs.
|-
|9 for lots of 8,001 to 22,000 pcs.
|-
|15 for lots of 22,001 pcs. +
|}

If AASHTO M 164 (ASTM A325) bolts are to be used in lieu of ASTM A307 bolts or for other uses, the inspection and sampling procedures as set forth in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.4.1.2] shall still be followed. Notify Construction and Materials if the substitution is made on PAL material.

'''712.2.4.1.2''' High strength bolts, nuts, and washers specified to meet the requirements of AASHTO M164 (ASTM A325). Field inspection shall include examination of the certifications or mill test reports; checking identification markings; and testing for dimensions. The certifications or mill test reports, conforming to [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.2.4], shall be retained in the district office. Samples for Laboratory testing shall be taken and submitted in accordance with the provisions set forth herein.

All lots containing 501 or more high strength bolts shall be sampled and submitted to the Laboratory for testing. If no lots offered contains 501 or more bolts, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all bolts of the same size and length, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background:#BEBEBE"| Number of Bolts in the lot !!style="background:#BEBEBE"| Number of Bolts Taken for a sample*
|-
|150 and less ||3
|-
|151 through 800 ||3
|-
|801 through 8,000 ||6
|-
|8,001 through 22,000 ||9
|-
|22,001 plus ||15
|-
|colspan="2" |*A minimum of 3 samples will be required for galvanized materials.
|}

All lots containing 501 or more high strength nuts shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more nuts, sample 10 percent of the lots offered or one lot, whichever is greater. A lot is defined as all nuts of the same grade, size, style, thread series and class, and surface finish, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background:#BEBEBE"| Number of Nuts in the lot !!style="background:#BEBEBE"| Number of Nuts Taken for a sample*
|-
|800 and under ||1
|-
|801 through 8,000 ||2
|-
|8,001 through 22,000 ||3
|-
|22,000 and over ||5
|-
|colspan="2" |*A minimum of 3 samples will be required for galvanized materials.
|}

All lots containing 501 or more high strength washers shall be sampled and submitted to the Laboratory for testing. If no lot offered contains 501 or more washers, sample 10 percent of the lots offered, or one lot, whichever is greater. A lot is defined as all washers of the same type, grade, size and surface finish, with the same manufacturer's lot identification, offered for inspection at one time. Samples shall be taken as follows:

{| border="1" class="wikitable" style="margin: 1em auto 1em auto"
|+
! style="background:#BEBEBE"| Number of Washers in the lot !!style="background:#BEBEBE"| Number of Washers Taken for a sample*
|-
|800 and under ||1
|-
|801 through 8,000 ||2
|-
|8,001 through 22,000 ||3
|-
|22,000 and over ||5
|-
|colspan="2" |*A minimum of 3 samples will be required for galvanized materials.
|}

====712.2.4.2 Slab Drains====
Slab drains are to be accepted on the basis of field inspection of dimensions, weight (mass) of zinc coating, and a satisfactory fabricators certification. The dimensions, weight (mass) of zinc coating, and material specification requirements are shown on the bridge plans.

Field determination of weight (mass) of coating is to be made on each lot of material furnished. The magnetic gauge is to be operated and calibrated in accordance with ASTM E376. At least three members of each size and type offered for inspection are to be selected for testing. A single-spot test is to be comprised of at least five readings of the magnetic gauge taken in a small area and those five readings averaged to obtain a single-spot test result. Three such areas should be tested on each of the members being tested. Test each member in the same manner. Average all single-spot test results from all members to obtain an average coating weight (mass) to be reported. The minimum single-spot test result would be the minimum average obtained on any one member. Material may be accepted or rejected for galvanized coating on the basis of magnetic gauge. If a test result fails to comply with the specifications, that lot should be resampled at double the original sampling rate. If any of the resampled members fail to comply with the specification, that lot is to be rejected. The contractor or supplier is to be given the option of sampling for Laboratory testing, if the magnetic gauge test results are within minus 15 percent of the specified coating weight (mass).

A fabricators certification shall be submitted to the engineer in triplicate stating that "The steel used in the fabrication of the slab drains was manufactured to conform to ASTM A709" or "A500, A501" as the case may be.

====712.2.4.3 Ties and Clips====
Clips and ties made of wire, plastic, or other materials inert in concrete may be used. The clip or tie will be considered acceptable if the reinforcing steel is securely held in the correct position preventing displacement until incorporated into the finished product.

====712.2.4.4 Miscellaneous Structural Steel====
Other structural steel items not requiring shop drawings also require inspection. Inspection includes a fabricator's certification identifying the source and grade of steel, as well as verification of dimensions and inspection of any coating applied. The report is to include the grade of steel, coating applied, and results of inspection.

===712.2.5 Shop Coating===
====712.2.5.1 General====
Structural steel members and their components vary from project to project. The inspector should thoroughly familiarize himself with the plans, specifications, and special provisions pertaining to the particular project. The contractor is required to submit shop drawings for approval to the State Bridge Engineer, showing in detail his proposed procedure for fabricating and choice of paint system for shop painting if alternates are allowed. The District in which the fabrication plant is located will receive one copy of the approved shop drawing. If painting is done in another District, it will be the responsibility of that District to request drawings or special provisions from the other District. The inspector shall become thoroughly familiar with the approved shop drawings and pay particular attention to high strength field bolted contact surfaces, inaccessible areas, areas to be field welded, and other miscellaneous requirements. Changes or deviations from the approved plans, shop drawings or specifications are not permitted without written approval of the State Bridge Engineer. The Bridge Division will inspect and approve the fabrication of all members prior to shop coating. Fabrication approval may be documented and signed by the bridge inspector on [[#Form B-179|Form B-179]]. The districts will be notified by the plants when fabrication is completed and the steel is ready for shopcoat inspection.

====712.2.5.2 Surface Preparation====
The blast cleaned metal substrate shall be inspected prior to shop coat painting. This inspection requires experience, judgment, and care. The inspector should attempt to be as consistent as possible from day to day in his determinations of profile height and evaluation of the condition of blast cleaned surfaces as specified in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.12.2]. Any grease or oil shall be removed with solvent before blasting. After blasting, steel imperfections such as slivering shall be scraped off. Also care should be taken to be sure all blasting material is blown out of corners, etc.

The nominal profile height in mils (mm) is determined by a Keane-Tator surface profile comparator with reference to the appropriate disc for the type of abrasive used in the blast cleaning. The type of referenced disc must correspond with the type abrasive being used by the fabricator in blast cleaning. For example, if a mechanical Wheelabrator containing "shot" as the abrasive was utilized in cleaning the metal, the inspector shall use a "shot" reference disc on the comparator when estimating profile height of the metal substrate. A sufficient number of estimations, taken at random over the member, shall be made to assure specification compliance for profile height. Areas of surface irregularities, due to steel mill rolling, pitting by rust, etc., should not be considered part of the profile height readings. However, the degree of cleaning of these surface irregularities shall comply with the requirements of [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.12.2, Surface Preparation].

Contact surface areas of high strength and machine bolted connections shall receive detail inspection as to profile height and also dry film paint thickness. On these surfaces, [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.12.8] requires a dry film inorganic zinc paint thickness of not less than 1.5 (38 mm) and not more than 2.5 mils (64 mm). Dry film paint thickness shall be corrected by substrate readings as described in [[106.7.45 TM-45, Determination of Dry Film Coating Thickness Using Magnetic Gauges|MoDOT Test Method T45]].

A required machine surface finish of 125 micro-inches (3 mm) or less, as described in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.3.3.14], shall not be blast cleaned or painted. A protective coating as described in [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.2.7] shall be applied to these machine surfaces for protection until delivered to the project site. A list is maintained of [http://modot.mo.gov/business/materials/pdf/vol_1/FS0712T1.pdf|Qualified Protective Coatings for Machine Finished Surfaces]. All machine surfaces greater than 125 micro-inches (3 µm) may be blast cleaned and painted.

====712.2.5.3 Paint====
The inspector shall insure that only inspected and approved paint or paint components of the specified system are used. Paint shall comply with [http://modot.mo.gov/business/standards_and_specs/Sec1045.pdf Sec 1045]. Each batch or lot of each component of inorganic zinc paint for System C painting may have to be sampled at the fabricating plant and approved by the Laboratory prior to use if it has not been previously sampled. SiteManager data can be queried to determine whether a batch has been sampled. If sampling of paint is necessary, it shall be in accordance with procedures described in [[:Category:1045 Paint for Structural Steel|Paint for Structural Steel]]. A sample record, completed in SiteManager, shall be used as an identification record for the sample, and shall show necessary identifying information for each batch or lot.

====712.2.5.4 Paint Application====
Prior to application of shop coat paint, the inspector shall insure that the weather conditions, equipment, and procedures comply with [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.12.4 and 712.12.7] respectively. Dew point shall be determined in accordance with [[106.7.38 TM-38, Determination of Dew Point for Structural Steel Painting|MoDOT Test Method T38]]. System C, inorganic zinc, in a spray application, will often show mud cracking if applied too heavily. Because of its very short drying time, it will form a powdery build up that will not flow properly and will not produce uniform coverage if the spray nozzle is not held perpendicular to the surface. Too thin of a film may result in salting, producing a porous coating and subsequent progressive rusting. System C does not have the ability to flow into contact joint areas so particular attention should be given at these points to insure uniform application of the paint. Paint shall be applied within 24 hours after blast cleaning. When more than one coat of paint is required, [http://modot.mo.gov/business/standards_and_specs/Sec0712.pdf Sec 712.12.3.1 and 712.12.7.4] shall govern.

'''Contamination.''' When newly painted surfaces are contaminated with sand, grit, dirt, etc., the area affected shall be cleaned of all paint and contaminates and repainted.

Dry film paint thickness shall be measured in accordance with [[106.7.45 TM-45, Determination of Dry Film Coating Thickness Using Magnetic Gauges|MoDOT Test Method T45]].

===712.2.6 Records===
The inspector shall maintain a complete file of all data pertaining to shop coat painting of structural steel. Complete and accurate records of each day of blast cleaning and painting operations shall be kept in a field book. All pertinent data which in any way affects painting procedures such as weather conditions, equipment, type of abrasives, etc. shall be recorded in the field book. Data and all significant information shall be promptly entered in the field book.

===712.2.7 Sample Record===
The sample record shall be completed in SiteManager, as described in [http://wwwi/intranet/cm/materials/vol_3/AS3510.pdf Automation Sec 3510], and shall indicate acceptance, qualified acceptance or rejection. Appropriate remarks, as described in [[106.9 Reporting Test Results|Reporting Test Results]], are to be included in the remarks to clarify conditions of acceptance or rejection.

====712.2.7.1 Miscellaneous Materials====
SiteManager is to be used to submit samples to the Laboratory and as an inspection report. If all tests are performed and acceptance or rejection is made in the field, the inspector may authorize the sample. Otherwise, the inspector's supervisor shall authorize the sample. Completion of sample records for materials purchased under a Department purchase order is to be as described in [[:Category:1101 Materials Purchased by a Department Purchase Order|Materials Purchased by a Department Purchase Order]].

====712.2.7.2 Shop Coat Painting====
SiteManager is to be used to report shop coat painting of fabricated structural steel bridge members. The fabricator will furnish to the inspector a copy of completed Form [[#Form B-179|Form B-179]], "Fabrication Inspection Shipment Release", Bridge, if the structural steel was inspected by the Bridge Division. Form B-179 will have been signed by the bridge inspector and shall also be signed by the shop coat inspector signifying approval and release for shipment of the itemized members after shop coating. A copy of this completed and signed form should be retained in the District files. There will not be a From B-179, “Fabrication Inspection Shipment Release”, Bridge Division, for supplementary items accepted on Brand Name Registration and Guarantee or Certification and mill tests. Shop coat inspection conducted by Materials personnel shall include the fabricator's job number, Laboratory number under which paint was tested, and the system of paint used. Each item is to be identified, showing quantity and shop mark. A record shall be made in SiteManager indicating that the material has been properly inspected and which contract it applies to.

<div id="Form B-179"></div>
[[Image:712 Form B-179.gif|center|thumb|600px]]

==712.3 Lab Testing==
===712.3.1 Scope===
This establishes procedures for Laboratory testing and reporting samples of structural steel, bolts, nuts, and washers and for welding qualifications.

===712.3.2 Procedure===
====712.3.2.1 Chemical Tests - Bolts, Nuts, and Washers====
Weight (mass) of coating shall be determined in accordance with AASHTO M232. Chemical analysis of the base metal shall be determined, when requested, according to [[Category:1020 Corrugated Metallic-Coated Steel Culvert Pipe, Pipe-Arches and End Sections#1020.8 Laboratory Testing Guidelines for Sec 1020|Laboratory Testing Guidelines for Sec 1020. Original test data and calculations shall be recorded in Laboratory workbooks.

====712.3.2.2 Physical Tests - Bolts and Nuts====
Original test results and calculations shall be reported through SiteManager.

'''Low carbon steel bolts and nuts''' shall be tested according to ASTM A307. Tests are to be as follows:
:(a) Bolts shall be tested for dimensions, hardness, and tensile strength.
:(b) Nuts shall be tested for dimensions, hardness, and proof load.

Due to the shape and length of some bolts and the shape of some nuts, it may not be possible or required to determine the tensile strength of the bolts or the proof load of the nuts.

'''High strength bolts, nuts, and washers''' shall be tested according to AASHTO M164. Tests are to be as follows:
:(a) Bolts shall be tested for dimensions, markings, hardness, proof load, and tensile strength.
:(b) Nuts shall be tested for dimensions, markings, hardness, and proof load.
:(c) Washers shall be tested for hardness.

Due to the shape and length of some bolts and the size of some nuts, it may not be possible or required to determine the proof load and tensile strength of the bolts or the proof load of the nuts.

====712.3.2.3 Structural Steel Welding====
Tests are to be performed in accordance with AWS D2.0-69 and the 1970 supplement. This method specifies that tensile requirements for the reduced section tensile specimens and the all-weld-metal tensile specimens shall be determined in accordance with AASHTO T244.

'''Welding Procedure Qualification.''' Tests conducted for procedure qualification are as follows:
:(a) Groove welds for all welding procedures except electroslag and electrogas welding.
::(1) Limited thickness. Tests required for 3/8 in. (9.5 mm) welded test plate are:
:::Two root bend;
:::Two face bend and;
:::Two reduced section tensile tests.

::(2) Unlimited thickness. Tests required for welded test plate over 3/8 in.[9.5 mm] thick are:
:::Four side bend and;
:::Two reduced section tensile tests.

:(b) Groove weld tests required for procedure qualifications for electroslag and electrogas welding are:
::Four side bend;
::Two reduced section tensile and;
::One all-weld-metal tensile test.

:(c) Fillet weld procedure qualification requires five macroetch test specimens. The test specimens are evaluated for:
::Fusion;
::Fillet size and;
::Profile.

Test results and calculations shall be recorded through SiteManager.

'''Welder Qualification.''' Tests conducted for welder qualification are as follows:
:(a) Groove weld.
::(1) Limited thickness. Tests required for 3/8 in. (9.5 mm) welded test plate are:
:::One face bend and;
:::One root bend test

::(2) Unlimited thickness. Tests required for welded test plate over 3/8 in. [9.5 mm] thick are:
:::Two side bend tests.

:(b) Fillet weld.
::(1) Two root bend tests.

Test results shall be recorded through SiteManager.

'''Welder Operator Qualification.''' Test results shall be recorded through SiteManager. Tests required for welder operator qualification are:
:(a) Two side bend tests.

===712.2.3 Sample Record===
The sample record shall be completed in SiteManager, as described in [http://wwwi/intranet/cm/materials/vol_3/AS3510.pdf Automation Sec 3510], and shall indicate acceptance, qualified acceptance, or rejection. Appropriate remarks, as described in [[106.9 Reporting Test Results|Reporting Test Results]], are to be included in the report to clarify conditions of acceptance or rejection.

Test results for bolts, nuts and washers shall be reported through SiteManager.

Procedure qualification test results for structural steel welding shall be reported through SiteManager. Welder qualification and welder operator qualification test results shall be reported through SiteManager.

751.40 LFD Widening and Repair

2009-12-08T19:13:16Z

EPG-Admin: Structural Steel ASTM A441 has been withdrawn

== 751.40.1 General ==

=== 751.40.1.1 Widening and Repair of Existing Structures ===

The Federal Highway Administration and the States have established a goal that the LRFD standards be used on all new bridge designs after October 2007. For modification to existing structures and with the approval of the Structural Project Manager or Structural Liaison Engineer, the LRFD Specifications or the specifications which were used for the original design, may be used by the designer.

==751.40.2 Typical Sections of Concrete Repairs==
===751.40.2.1 Resurfacing===

<center>[[Image:751.40_Resurfacing_Plan.gif]]</center>

<center>'''PLAN'''</center>

<center>[[Image:751.40_Resurfacing_Section_Thru_Roadway.gif]]</center>

<center>'''SECTION THRU ROADWAY'''</center>

Place the following notes on plans.

:The existing Asphaltic Concrete surface shall be removed to a uniform grade line (*) below the existing control grade line as noted.

:Resurface with (*) Asphaltic Concrete.

:(*) Depth of Asphaltic Concrete as specified in the Design Layout.

===751.40.2.2 Special Repair Zones===

The following order of repair zones are to be used for the deck repair on continuous concrete structures.

Zones with the same letter designation may be repaired at the same time. Sequence of repairs follows zone A, zone B then zone C.

Zone A is to be completed before Zone B and Zone B before Zone C, etc.

Any repair in the remainder of the bridge that is adjacent to Zone A shall be completed prior to work in Zone A.

If an excessive number of zones are required at one bent, See the Structural Project Manager.

Consider combining zones if it is ≤ 24".

<center>[[Image:751.40_Repair_Zones.gif]]</center>

<center>'''PART PLAN OF SLAB SHOWING REPAIR ZONES'''</center>

(1) Development Length.

See [[751.50_Standard_Detailing_Notes|751.50 Standard Detailing Notes]] for appropriate notes.

===751.40.2.3 Substructure Repair===

<center>[[Image:751.40_Substructure_Repair.gif]]</center>

<center>'''DETAILS SHOWING SUBSTRUCTURE REPAIR AREAS'''</center>

===751.40.2.4 Deck Repair===
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#ffddcc" width="210px" align="right"
|-
|'''Bridge Deck, Repair'''
|-
|[http://library.modot.mo.gov/RDT/reports/Ri97025/RDT02002.pdf Report 2002]
|-
|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
'''DECKS WITHOUT AN EXISTING WEARING SURFACE (NEAR CENTERLINE SPAN)'''

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span).gif]]</center>

<center>'''SECTION THRU ROADWAY'''</center>

'''TOTAL SURFACE HYDRO DEMOLITION DECK REPAIR'''

<center>[[Image:751.40_Deck_Repair_(total_surface_hydro_demolition).gif]]</center>

<center>'''SECTION THRU ROADWAY'''</center>

'''DECKS WITHOUT AN EXISTING WEARING SURFACE (NEAR CENTERLINE SPAN)'''

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)_Half-Soled_Area.gif]]</center>

<center>'''HALF-SOLED AREA'''</center>

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)_Full_Depth_Area.gif]]</center>

<center>'''FULL DEPTH AREA'''</center>

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)_Full_Depth_Repair_in_Half-Soled_Area.gif]]</center>

<center>'''FULL DEPTH AREA IN HALF-SOLED AREA'''</center>

{|border="0" cellpadding="3"

|valign="top"|(1)||Scarify existing slab. See the Design Layout for the minimum depth of scarification for the Concrete Wearing Surface. Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
|-
|valign="top"|(2)||One inch vertical side shall be established outside the deteriorated area. See Sec 704.
|-
|valign="top"|(3)||1/4" (min.) for Epoxy Polymer Concrete Overlay. 1-3/4" (min.) for Latex Modified Concrete. 2-1/4" (min.) for Low Slump Concrete or Silica Fume Concrete.
|}

'''DECKS WITH AN EXISTING WEARING SURFACE (NEAR CENTERLINE SPAN)'''

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)_Half-Soled_Area.gif]]</center>

<center>'''HALF-SOLED AREA'''</center>

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)_Full_Depth_Repair.gif]]</center>

<center>'''FULL DEPTH REPAIR'''</center>

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)_Full_Depth_Repair_in_Half-Soled_Area.gif]]</center>

<center>'''FULL DEPTH REPAIR IN HALF-SOLED AREA'''</center>

{|border="0" cellpadding="3"

|valign="top"|(1)||Remove existing wearing surface plus 1/4" removal not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
|-
|valign="top"|(2)||One inch vertical side shall be established outside the deteriorated area. See Sec 704.
|-
|valign="top"|(3)||1/4" (min.) for Epoxy Polymer Concrete Overlay. 1-3/4" (min.) for Latex Modified Concrete. 2-1/4" (min.) for Low Slump Concrete or Silica Fume Concrete.
|}

'''DECKS WITHOUT AN EXISTING WEARING SURFACE (NEAR CENTERLINE SPAN)''' '''HYDRO DEMOLITION'''

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)(Hydro_demolition)_Partial_Depth_Repair.gif]]</center>

<center>'''PARTIAL DEPTH REPAIR'''</center>

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)(Hydro_demolition)_Full_Depth_Repair.gif]]</center>

<center>'''FULL DEPTH AREA'''</center>

<center>[[Image:751.40_Deck_Repair_(without_exist_wearing_surface_CL_span)(Hydro_demolition)_Full_Depth_Repair_in_Partial_Depth_Repair.gif]]</center>

<center>'''FULL DEPTH AREA IN PARTIAL DEPTH REPAIR'''</center>

{|border="0" cellpadding="3"

|valign="top"|(1)||Scarify existing slab. See the Design Layout for the minimum depth of scarification for the Concrete Wearing Surface. Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
|-
|valign="top"|(2)||Total surface hydro demolition of existing slab. See the Design Layout for the minimum depth of total surface hydro demolition.
|-
|valign="top"|(3)||One inch vertical side shall be established outside the deteriorated area. See Sec 704.
|-
|valign="top"|(4)||1-3/4" (min.) for Latex Modified Concrete. 2-1/4" (min.) for Low Slump Concrete or Silica Fume Concrete.
|-
| ||Partial Depth Repair is not allowed for Low Slump Concrete. Repairing Concrete Deck (Half-Soling) shall be substituted for Partial Depth Repair in the above details and not monolithically with the wearing surface.
|}

'''DECKS WITH AN EXISTING WEARING SURFACE (NEAR CENTERLINE SPAN)''' '''HYDRO DEMOLITION'''

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)(Hydro_demolition)_Partial_Depth_Repair.gif]]</center>

<center>'''PARTIAL DEPTH REPAIR'''</center>

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)(Hydro_demolition)_Full_Depth_Repair.gif]]</center>

<center>'''FULL DEPTH AREA'''</center>

<center>[[Image:751.40_Deck_Repair_(with_exist_wearing_surface_CL_span)(Hydro_demolition)_Full_Depth_Repair_in_Partial_Depth_Repair.gif]]</center>

<center>'''FULL DEPTH AREA IN PARTIAL DEPTH REPAIR'''</center>

{|border="0" cellpadding="3"

|valign="top"|(1)||Remove existing wearing surface plus 1/4" of existing deck. 1/4" removal not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
|-
|valign="top"|(2)||Total surface hydro demolition of existing slab. See the Design Layout for the minimum depth of total surface hydro demolition.
|-
|valign="top"|(3)||One inch vertical side shall be established outside the deteriorated area. See Sec 704.
|-
|valign="top"|(4)||1-3/4" (min.) for Latex Modified Concrete. 2-1/4" (min.) for Low Slump Concrete or Silica Fume Concrete.
|-
| ||Partial Depth Repair is not allowed for Low Slump Concrete. Repairing Concrete Deck (Half-Soling) shall be substituted for Partial Depth Repair in the above details and not monolithically with the wearing surface.
|}

===751.40.2.5 Filled Joints===

'''LATEX, LOW SLUMP OR SILICA FUME'''

<center>[[Image:751.40_Filled_Joints_Section_Thru_Joint.gif]]</center>

<center>'''SECTION THRU JOINT'''</center>

'''ASPHALTIC CONCRETE OVERLAY'''

<center>[[Image:751.40_Filled_Joints_Section_Thru_Joint_(Asphaltic_Concrete_Overlay)_no_1.gif]]</center>

<center>'''SECTION THRU JOINT'''</center>

<center>[[Image:751.40_Filled_Joints_Section_Thru_Joint_(Asphaltic_Concrete_Overlay)_no_2.gif]]</center>

<center>'''SECTION THRU JOINT'''</center>

(*) Saw cut 1" deep and fill with concrete and asphalt joint sealer, hot-poured elastic type.

'''EPOXY POLYMER CONCRETE OVERLAY'''

<center>[[Image:751.40_Filled_Joints_Section_Thru_Joint_(Epoxy_Polymer_Concrete_Overlay)_no_1.gif]]</center>

<center>'''SECTION THRU JOINT'''</center>

<center>[[Image:751.40_Filled_Joints_Section_Thru_Joint_(Epoxy_Polymer_Concrete_Overlay)_no_2.gif]]</center>

<center>'''SECTION THRU JOINT'''</center>

===751.40.2.6 Temporary Traffic Control Device===

<center>[[Image:751.40_Temporary_Traffic_Control_Device_Section_Thru_Roadway.jpg]]</center>

{|border="0" cellpadding="3"

|valign="top"|(*)||Show Barrier Curb as per District recommendation. Typically Barrier Curb is shown when structure is on interstate and/or the rail is being removed. Otherwise, show the dimension lines with 2' 0" dimension.
|-
|valign="top"|(**)||If this dimension is less than 48", the temporary curb may have to be doweled in, check with Structural Project Manager.
|}
<center>'''PART SECTION THRU ROADWAY'''</center>

==751.40.3 Dimensions==
===751.40.3.1 Concrete Wearing Surface===

'''REPLACEMENT OF EXISTING EXPANSION DEVICE'''
'''PREFORMED COMPRESSION JOINT SEAL'''
'''(STRIP SEAL & SILICONE EXPANSION SEALANT DETAILS ARE SIMILAR)'''

<center>[[Image:751.40_Concrete_Wearing_Surface_(Low_Slump,_Silica_Fume,_Latex_or_Asphaltic).gif]]</center>

<center>'''LOW SLUMP, SILICA FUME, LATEX OR ASPHALTIC CONCRETE WEARING SURFACE'''</center>

<center>[[Image:751.40_Concrete_Wearing_Surface_(Epoxy_Polymer).gif]]</center>

Note: The contractor shall exercise care to ensure that spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the epoxy polymer concrete.

<center>'''EPOXY POLYMER CONCRETE WEARING SURFACE'''</center>

Note:
Concrete overlay shall be forced into the cavity under the armor angle. Proper consolidation of the concrete shall be achieved by localized internal vibration.

When concrete is removed and expansion device armor is replaced, see Section 3.35 of this manual for the appropriate expansion device.

'''TYPICAL SECTION OF ELASTOMERIC EXPANSION DEVICE'''

When Low Slump, Silica Fume, Latex or Asphaltic Concrete wearing surface is used, the elastomeric joint must be replace by another type of expansion device.

<center>[[Image:751.40_Concrete_Wearing_Surface_(Epoxy_Polymer)_Typ_Section_of_Elastomeric_Exp_Device.gif]]</center>

<center>'''EPOXY POLYMER CONCRETE WEARING SURFACE'''</center>

'''TYPICAL SECTIONS OF FLAT PLATE EXPANSION DEVICE'''

<center>[[Image:751.40_Concrete_Wearing_Surface_(Low_Slymp,_Silica_Fume,_Latex_or_Asphaltic)_Typ_Section_of_Flat_Plate_Exp_Device.gif]]</center>

<center>'''LOW SLUMP, SILICA FUME, LATEX OR ASPHALTIC CONCRETE WEARING SURFACE'''</center>

{|border="0" cellpadding="3"

|valign="top"|(*)||Latex, Low Slump or Silica Fume Concrete Wearing Surface.
|-
|valign="top"|(**)||When this dimension exceeds 3" and a Concrete Wearing Surface is used, tack weld a one inch bar chair to the plate for each 3" of plate to be covered by the Wearing Surface.
|-
|valign="top"|(***)||Scarify existing slab. See the Design Layout for the minimum depth of scarification. Scarification not required for Asphalt Concrete Wearing Surface.
|-
|valign="top"|Note:||See Standard Plans for Steel Dams at Expansion Devices for Resurfacing Bridge Floors.
|}

<center>[[Image:751.40_Concrete_Wearing_Surface_(Epoxy_Polymer)_Typ_Section_of_Flat_Plate_Exp_Device.gif]]</center>

<center>'''EPOXY POLYMER CONCRETE WEARING SURFACE'''</center>

'''LATEX, LOW SLUMP, SILICA FUME, ASPHALTIC OR EPOXY POLYMER'''

<center>[[Image:751.40 concrete wearing surface-typical section of exist curb outlet showing limits of epoxy seal.gif]]</center>

<center>'''TYPICAL SECTION OF EXISTING CURB OUTLET SHOWING LIMITS OF EPOXY SEAL'''</center>

Note:

(*) Dimension to edge of girder or stringer ±. For bridges that do not have girders or stringers use 2'-6", except that if with thrie beam rail, then use 4'-0".

Consult with Structural Project Manager or Liaison for making work incidental to another item or use of pay item "Clean and Epoxy Seal".

<center>[[Image:751.40 concrete wearing surface-typical elevation of exist curb outlet showing limits of epoxy seal.gif]]</center>

<center>'''TYPICAL ELEVATION OF EXISTING CURB OUTLET SHOWING LIMITS OF EPOXY SEAL''' (Wearing surface not shown for clarity)</center>

'''SLAB EDGE REPAIR'''

If slab edge repair is specified on the Design Layout when the barrier curb is not removed or when full depth repair is not a pay item, the following detail shall be provided.

<center>[[Image:751.40_Concrete_Wearing_Surface_Slab_Edge_Repair_(Concrete_Edge_Repair)_no_1.gif]]</center>

<center>'''CONCRETE EDGE REPAIR'''</center>

If the barrier curb is removed when full depth repair and slab edge repair are pay items, the following detail shall be provided.

<center>[[Image:751.40_Concrete_Wearing_Surface_Slab_Edge_Repair_(Concrete_Edge_Repair)_no_2.gif]]</center>

<center>'''CONCRETE EDGE REPAIR'''</center>

(*) If the dimension excceds 4", the repair extending to the edge of slab will be paid for as Full Depth Repair.

===751.40.3.2 Longitudinal Joint Details===

'''REPLACEMENT OF EXISTING EXPANSION DEVICE'''

'''MEDIAN BARRIER CURB'''

<center>[[Image:751.40_Longitudinal_Joint_Details_Median_Barrier_Curb_Section.gif]]</center>

<CENTER>'''SECTION THRU DOUBLE FACED MEDIAN BARRIER CURB'''</CENTER>

<center>[[Image:751.40_Longitudinal_Joint_Details_Median_Barrier_Curb_Section_Detail_A.gif]]</center>

<CENTER>'''DETAIL "A"'''</CENTER>

{|border="0" cellpadding="3"

|(1)||May be cast vertical and saw cut to slant.
|-
|valign="top"|(*)||Latex Concrete Wearing Surface = 1-3/4". Low Slump Concrete Wearing Surface = 2-1/4".
|-
|valign="top"|(**)||Cut minimum 1/2" support notch (rought finish). Remove any existing compression seal.
|}

==751.40.4 Curb Treatments==

===751.40.4.1 Replacement of Brush Curb with Safety Barrier Curb===

'''NON-INTEGRAL END BENTS'''

{|border="0" cellpadding="3" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Brush_Curb_(Non-Integral_End_Bents)_Section_thru_Wing_Existing_Brush_Curb.gif]]
|[[Image:751.40_Replacement_of_Brush_Curb_(Non-Integral_End_Bents)_Section_thru_Wing_Proposed_SBC.gif]]
|-
|'''EXISTING BRUSH CURB'''||'''PROPOSED SAFETY BARRIER CURB'''
|-
| 
|-
|colspan="2"|'''SECTIONS THRU WING'''
|}

::::::::{|border="0"

|Note:||Remove existing Brush Curb above lower Const. Joint.
|-
| ||For details not shown, see Section 3.30 of this manual.
|}

{|border="0" cellpadding="3" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Brush_Curb_(Non-Integral_End_Bents)_Section_thru_Slab_Existing_Brush_Curb.gif]]
|[[Image:751.40_Replacement_of_Brush_Curb_(Non-Integral_End_Bents)_Section_thru_Slab_Proposed_SBC.gif]]
|-
|'''EXISTING BRUSH CURB'''||'''PROPOSED SAFETY BARRIER CURB'''
|-
| 
|-
|colspan="2"|'''SECTIONS THRU SLAB'''
|}

'''INTEGRAL END BENTS'''

{|border="0" cellpadding="3" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Brush_Curb_(Integral_End_Bents)_Section_thru_Wing_Existing_Brush_Curb.gif]]
|[[Image:751.40_Replacement_of_Brush_Curb_(Integral_End_Bents)_Section_thru_Wing_Proposed_SBC.gif]]
|-
|'''EXISTING BRUSH CURB'''||'''PROPOSED SAFETY BARRIER CURB'''
|-
| 
|-
|colspan="2"|'''SECTIONS THRU WING'''
|}

::::::::{|border="0"

|Note:||Remove existing Brush Curb above lower Const. Joint.
|}

{|border="0" cellpadding="3" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Brush_Curb_(Integral_End_Bents)_Section_thru_Slab_Existing_Brush_Curb.gif]]
|[[Image:751.40_Replacement_of_Brush_Curb_(Integral_End_Bents)_Section_thru_Slab_Proposed_SBC.gif]]
|-
|'''EXISTING BRUSH CURB'''||'''PROPOSED SAFETY BARRIER CURB'''
|-
| 
|-
|colspan="2"|'''SECTIONS THRU SLAB'''
|}

===751.40.4.2 Replacement of Existing Curb Using Anchor Systems===

'''SAFETY BARRIER CURB ON SLAB'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_(Safety_Barrier_Curb_on_Slab)_Section_Thru_Curb.gif]]</center>

<center>'''SECTION THRU CURB'''</center>

<center>[[Image:751.40_Replacement_of_Existing_Curb_(Safety_Barrier_Curb_on_Slab)_Section_Thru_Curb_Optional_Anchoring_System.gif]]</center>

<center>'''SECTION THRU CURB''' '''(OPTIONAL ANCHORING SYSTEM)'''</center>

<center>Note: See Section 4.0 for appropriate notes.</center>

'''SAFETY BARRIER CURB ON WING'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_(Safety_Barrier_Curb_on_Wing)_Section_Thru_Curb.gif]]</center>

<center>'''SECTION THRU CURB(*)'''</center>

<center>[[Image:751.40_Replacement_of_Existing_Curb_(Safety_Barrier_Curb_on_Wing)_Section_Thru_Curb_Optional_Anchoring_System.gif]]</center>

<center>'''SECTION THRU CURB(*)''' '''(OPTIONAL ANCHORING SYSTEM)</center>

Note: See Section 4.0 for appropriate notes. For details not shown, see Section 3.30 of this manual.

'''REPLACEMENT OF EXISTING CURB AT END OF WING USING ANCHOR SYSTEMS'''

'''INTEGRAL END BENTS'''

{|border="0" align="center" style="text-align:center"

|
{|border="0" width="250" style="text-align:left"

|valign="top"|(*)||Extend existing horizontal bars 2'-3" into new concrete.
|-
|valign="top"|(**)||Fit bar to follow transition face of curb.
|-
|valign="top"|Note:||For details of Guard Rail Attachment, see Sec. 3.30
|}
|rowspan="2"|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Integral_End_Bents)_Part_Elevation.gif]]
|-
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Integral_End_Bents)_Anchor_Systems_at_Section_CC.gif]]
|-
|'''ANCHOR SYSTEMS AT SECTION C-C'''||'''PART ELEVATION'''
|}

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Integral_End_Bents)_Section_AA.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Integral_End_Bents)_Section_BB.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Integral_End_Bents)_Section_CC.gif]]
|-
|'''SECTION A-A'''||'''SECTION B-B'''||'''SECTION C-C'''
|-
| || ||(Horizontal bars are not shown for clarity)
|}

'''REPLACEMENT OF EXISTING CURB AT END OF WING USING ANCHOR SYSTEMS'''

'''NON-INTEGRAL END BENTS'''

{|border="0" align="center" style="text-align:center"

|
{|border="0" width="250" style="text-align:left"

|valign="top"|(*)||Extend existing horizontal bars 2'-3" into new concrete.
|-
|valign="top"|(**)||Fit bar to follow transition face of curb.
|-
|valign="top"|Note:||For details of Guard Rail Attachment, see Sec. 3.30
|}
|rowspan="2"|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Non-Integral_End_Bents)_Part_Elevation.gif]]
|-
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Non-Integral_End_Bents)_Anchor_Systems_at_Section_CC.gif]]
|-
|'''ANCHOR SYSTEMS AT SECTION C-C'''||'''PART ELEVATION'''
|}

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Non-Integral_End_Bents)_Section_AA.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Non-Integral_End_Bents)_Section_BB.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_at_End_of_Wing_(Non-Integral_End_Bents)_Section_CC.gif]]
|-
|'''SECTION A-A'''||'''SECTION B-B'''||'''SECTION C-C'''
|-
| || ||(Horizontal bars are not shown for clarity)
|}

===751.40.4.3 Replacement of Existing Curb with Thrie Beam Rail===

'''SYSTEM 2'''

'''TYPICAL CONNECTION'''

System 2: Applicable for rehabs only with slab depths 22" or greater. These are typically voided slabs. Connection design load is 1.5 times plastic moment capacity (Mp) of W6 x 20 Post.

{|border="0" cellpadding="5" align="center"

|rowspan="2"|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Part_Section.gif]]
|valign="top"|'''Blockout-to-Post Conn.'''
Centerline 2 Holes 13/16"Ø in W6 x 20 Post flange and W6 x 15 Blockout flange

Centerline 2 Hex head bolt 5/8"Ø with two washers and hex nut in W6 x 20 Post flange

'''Thrie Beam-to-Blockout Conn.'''

Centerline 13/16" x 2-1/2" Vertical slotted hole in W6 x 15 Blockout flange (*)
Centerline 5/8"Ø Carriage bolt with one flat washer and hex nut
|-
|valign="top"|(*) Required on one side of web only, but may be provided on both sides of web at the contrator's option.

(**) Use 10" from top of original slab (before any future wearing surface). For 20" voided slabs reduce to 8", see Structural Project Manager. 
|-
|valign="top"|<center>'''PART SECTION AT RAIL POST'''</center>
|rowspan="2"|(1) 2 Resin Anchor Systems that shall have a minimum ultimate pullout strength (each) of 72 kip in concrete with f'c = 4,000 psi to include:
2 Drilled holes 1-1/8"Ø (min.) in slab or as recommended by manufacturer 2 Holes 1-1/4"Ø in post plate 2 Threaded rod 1"Ø A449 H.S. snug tight 12" embedment in slab. 2 Hardened locking washers 2-1/2"Ø

(2) 2 Resin Anchor Systems that shall have a minimum ultimate pullout strength (each) of 20.4 kip in concrete with f'c = 4,000 psi to include:
2 Drilled holes 7/8"Ø (min.) in slab or as recommended by manufacturer 2 Holes 1"Ø in post and post plate 2 Threaded rod 3/4"Ø A449 H.S. snug tight 8" embedment in slab. 2 Hardened locking washers
|}

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Section_AA.gif]]
|width="25pt"| 
|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Detail_B.gif]]
|-
|'''SECTION A-A'''|| ||'''DETAIL "B"'''
|}

<center>Note: Design weight of (12 gage) Thrie Beam Bridge Rail = 35#/lin. ft.</center>

'''DETAILS OF POST PLATE'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Part_Elevation_1.gif]]</center>

<center>'''PART ELEVATION'''</center>

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Part_Elevation_2.gif]]</center>

<center>'''PART ELEVATION'''</center>

'''DETAILS OF POST'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Details_of_Post.gif]]</center>

<center>'''DETAILS OF POST'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Section_CC.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_2)_Section_DD.gif]]
|-
|'''SECTION C-C'''||'''SECTION D-D'''
|}

'''SYSTEM 3'''

'''TYPICAL CONNECTION'''

System 3: Applicable for rehab and widenings with slab depths between 8-1/2" and 19" inclusive. Connection design load is 1.5 times plastic moment capacity (mp) of W6 x 20 Post. Vertical clearance must be checked due to obtruding lower connection.

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Part_Section.gif]]</center>

<center>'''PART SECTION AT RAIL POST'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Section_AA.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Detail_B.gif]]
|-
|'''SECTION A-A'''||'''DETAIL "B"'''
|}

<center>Note: Design weight of (12 gage) Thrie Beam Bridge Rail = 35#/lin. ft.</center>

'''DETAILS OF BENT PLATE'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Top_View.gif]]</center>

<center>'''TOP VIEW'''</center>

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_.5_in_Plate.gif]]</center>

<center>'''1/2" BENT PLATE'''</center>

'''DETAILS OF POST'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Details_of_Post.gif]]</center>

<center>'''DETAILS OF POST'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Post_Stiffener.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_3)_Post_Plate_Washer.gif]]
|-
|'''POST STIFFENER'''||'''POST PLATE WASHER'''
|}

'''SYSTEM 4'''

'''TYPICAL CONNECTION'''

System 4: Applicable for rehabs on Deck Girder, Box Girder and similar structures.

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Part_Section.gif]]</center>

<center>'''PART SECTION AT RAIL POST'''</center>

{|border="0" align="center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Optional_Tie_Connection.gif]]
|Notes:
(*) CANTILEVER MAY VARY. IF SLAB CANTILEVER LENGTH EXCEEDS 6:, CONSIDERATION SHALL BE GIVEN TO: (WITH THE RESULT THAT ANCHORAGE INTO SLAB LIES IN THE CANTILEVER PART OF SLAB)

(1) Anchorage into cantilever portion of slab provided original slab thickness allows for min. embedment and 1" cover (check negative moment in cantilever).

(2) Extending bent plate (within reason).

(3) Alternating method of attachment, i.e. System 1 or System 3 types and variations thereof, Consult Structural Project Manager.
|-
|align="center"|'''OPTIONAL TIE CONNECTION'''
|}

'''SYSTEM 4 AND OPTIONAL SYSTEM 4'''

'''DETAILS OF BENT PLATE'''

When a latex, a low slump or a silica fume concrete overlay is used, add the following detailis:

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Part_Section_Thru_Plate.gif]]</center>

<center>'''PART SECTION THRU PLATE'''</center>

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Plan_of_Bent_Plate.gif]]</center>

<center>'''PLAN OF BENT PLATE'''</center>

<center>Note: Bar supports shall be galvanized Beam Bolsters.</center>

'''DETAILS OF POST'''

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Details_of_Post.gif]]</center>

<center>'''DETAILS OF POST'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Post_Stiffener.gif]]
|[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(System_4)_Post_Plate_Washer.gif]]
|-
|'''POST STIFFENER'''||'''POST PLATE WASHER'''
|}

'''OPTIONAL SYSTEM 4'''

'''TYPICAL CONNECTION'''

Optional system 4: Applicable for rehabs on Deck Girder and Box Girder with large cantilevers.

<center>[[Image:751.40_Replacement_of_Existing_Curb_with_Thrie_Beam_Rail_(Optional_System_4)_Part_Section.gif]]</center>

<center>'''PART SECTION AT RAIL POST'''</center>

{|border="0"

|(1)||'''Tie-to-Deck Girder Conn.
|-
| ||Centerline 2 Resin Anchor Systems to include:
|-
| ||Centerline 2 Drilled holes 7/8"Ø (min.) or as recommended by manufacturer in girder
|-
| ||Centerline 2 Holes 1"Ø in 6" x 6" x 3/8" plate
|-
| ||Centerline 2 Threaded rod 3/4"Ø A449 H.S., snug tight, 5" embedment in girder
|-
| ||Centerline 2 Hardened locking washers
|-
| 
|-
|(2)||'''Bent Plate-to-Deck Conn.'''
|-
| ||Centerline 3 Bolts 1"Ø A325 H.S. snug tight, with hardened washers
|-
| ||Centerline 3 Drilled holes 1-1/8"Ø (min.) in old concrete or as recommended by manufacturer
|-
| ||Centerline 3 Holes 1-1/4"Ø in bent plate and 9" x 16" x 3/8" plate
|-
| 
|-
|(3)||'''Post-to-Bent Plate Conn.'''
|-
| ||Centerline 2 Bolts 1"Ø A325 H.S. with hardened washers
|-
| ||Centerline 2 Vertical slotted holes 1-1/16" x 1-1/2" in post flanges
|-
| ||Centerline 2 Holes 1-1/16"Ø in bent plate and post plate washer
|-
| 
|-
|(4)||'''Post-to-Tie Conn.'''
|-
| ||Centerline 2 Bolts 3/4"Ø A325 H.S. with hardened washers
|-
| ||Centerline 2 Holes 15/16"Ø in post flange and 6" x 6" x 3/8" plate
|}

==751.40.5 Drainage==

===751.40.5.1 Slab Drain Details===

'''FOR STRUCTURES WITH OVERLAYS''' '''(GIRDER DEPTH LESS THAN 48")'''

<center>[[Image:751.40_Slab_Drain_Details_(Girder_Depth_Less_than_48_in.)_Part_Elev_of_Slab_at_Drain.gif]]</center>

<center>'''PART ELEVATION OF SLAB AT DRAIN'''</center>

<center>[[Image:751.40_Slab_Drain_Details_(Girder_Depth_Less_than_48_in.)_Elev_of_Drain.gif]]</center>

<center>'''ELEVATION OF DRAIN'''</center>

{|border="0" align="center"

|(*)||Deck thickness minus 1/8" minus the depth of the scarification.
|-
|(**)||Do not include the depth of the scarification.
|}

 
 
 

<center>[[Image:751.40_Slab_Drain_Details_(Girder_Depth_Less_than_48_in.)_Plan_of_Drain.gif]]</center>

<center>'''PLAN OF DRAIN'''</center>

'''FOR STRUCTURES WITH OVERLAYS''' '''(GIRDER DEPTH 48" AND OVER)'''

{|border="0" cellpadding="5" align="center" style="text-align:center"

|rowspan="3"|[[Image:751.40_Slab_Drain_Details_(Girder_Depth_48_in._and_over)_Part_Elevation_of_Slab_at_Drain.gif]]
|[[Image:751.40_Slab_Drain_Details_(Girder_Depth_48_in._and_over)_Elev_of_Drain.gif]]
|-
|'''ELEVATION OF DRAIN'''
|-
|[[Image:751.40_Slab_Drain_Details_(Girder_Depth_48_in._and_over)_Plan_of_Drain.gif]]
|-
|'''PART ELEVATION OF SLAB AT DRAIN'''||'''PLAN OF DRAIN'''
|}

{|border="0"

|valign="top"|(*)||If dimension is less than 1", drains shall be placed parallel to roadway. Otherwise, place drains transverse to roadway.
|-
|valign="top"|(**)||Do not include the depth of the scarification.
|-
|valign="top"|(***)||Deck thickness minus 1/8" minus the depth of the scarification.
|}

{|border="0" align="center" style="text-align:center"

|colspan="2"|[[Image:751.40_Slab_Drain_Details_(Girder_Depth_48_in._and_over)_Part_Plans_Showing_Bracket_Assembly.gif]]
|-
|'''DRAIN TRANSVERSE TO ROADWAY'''||'''DRAIN PARALLEL TO ROADWAY'''
|-
| 
|-
|colspan="2"|'''PART PLANS SHOWING BRACKET ASSEMBLY'''
|}

'''FOR STRUCTURES WITH OVERLAYS''' '''(CONTINUOUS CONCRETE STRUCTURES)'''

<center>[[Image:751.40_Slab_Drain_Details_(Continuous_Concrete_Structures)_Part_Section_Near_Drain.gif]]</center>

<center>'''PART SECTION NEAR DRAIN'''</center>

<center>[[Image:751.40 Slab Drain Details (Continuous Concrete Structures) Elevation of Drain.gif]]</center>

<center>'''ELEVATION OF DRAIN'''</center>

<center>[[Image:751.40_Slab_Drain_Details_(Continuous_Concrete_Structures)_Plan_of_Drain.gif]]</center>

<center>'''PLAN OF DRAIN'''</center>

{|border="0" align="center"

|(*)||Deck thickness minus 1/8" minus the depth of the scarification.
|-
|(**)||Do not include the depth of scarification.
|}

'''FOR STRUCTURES WITH OVERLAYS''' '''(VARIABLE DEPTH GIRDERS)'''

<center>[[Image:751.40_Slab_Drain_Details_(Variable_Depth_Girders)_Part_Elevation_of_Slab_at_Drain.gif]]</center>

<center>'''PART ELEVATION OF SLAB AT DRAIN'''</center>

Note: For variable depth girders with drains in deeper section, let the deeper section control and use throughout the structure.

<center>[[Image:751.40_Slab_Drain_Details_(Variable_Depth_Girders)_Typ_Section_Straight_Drain.gif]]</center>

<center>'''TYPICAL SECTION STRAIGHT DRAIN'''</center>

'''FOR STRUCTURES WITH OVERLAY''' '''MISCELLANEOUS DETAILS - ROUND DRAINS'''

<center>Note: See Section 3.30 for slab drain spacing.</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Slab_Drain_Details_(Misc._Details_-_Round_Drains)_Typ_Part_Plan.gif]]
|[[Image:751.40_Slab_Drain_Details_(Misc._Details_-_Round_Drains)_Part_Section_Showing_Bracket_Assembly.gif]]
|-
|'''TYPICAL PART PLAN'''||'''PART SECTION SHOWING BRACKET ASSEMBLY'''
|}

<center>[[Image:751.40_Slab_Drain_Details_(Misc._Details_-_Round_Drains)_Typical_Part_Plan_of_Drain.gif]]</center>

<center>'''TYPICAL PART PLAN OF DRAIN'''</center>

<center>Note: See Section 4 for appropriate notes.</center>

'''FOR STRUCTURES WITH OVERLAYS''' '''RAISING STANDARD SLAB DRAINS'''

<center>[[Image:751.40_Slab_Drain_Details_(Raising_Standard_Slab_Drains)_Part_Section_of_Drain.gif]]</center>

<center>'''PART SECTION OF DRAIN'''</center>

<center>[[Image:751.40_Slab_Drain_Details_(Raising_Standard_Slab_Drains)_Part_Plan_of_Existing_Drain.gif]]</center>

<center>'''PART PLAN OF EXISTING DRAIN'''</center>

Note: Outside dimensions of drain extension are 7-1/4" x 3-1/4", and drain extension shall be galvanized in accordance with ASTM A123.

'''FOR STRUCTURES WITH OVERLAYS''' '''DETAILS FOR RAISING SCUPPERS'''

<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Typ_Section_thru_Scupper.gif]]</center>

<center>'''TYPICAL SECTION THRU SCUPPER'''</center>

<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Plan_of_Grate_Support_and_Scupper_Extension.gif]]</center>

<center>'''PLAN OF GRATE SUPPORT''' '''AND''' '''PLAN OF SCUPPER EXTENSION'''</center>

(*) Plate thicknesses should match those of existing scupper and existing grate.

==751.40.6 Closure Pour==

Note:

For closure pour on solid slab or voided slab bridges, use expansive concrete.

Release the forms before the closure pour is placed.

<center>[[Image:751.40_Closure_Pour_-_Part_Section_Thru_Roadway.gif]]</center>

<center>'''PART SECTION THRU ROADWAY'''</center>

==751.40.7 Design and Posting Considerations==

Existing structures to redecked and/or widened should be evaluated to determine if the superstructure is considered to be structurally adequate. The structural adequacy check should be determined based on load ratings using the Load Factor Method. Strengthening of the superstructure will not be required if the minimum posting values shown below meet or exceed legal load requirements. In addition, there may be cases where the existing bridge posting is acceptable based on the bridge specific site conditions such as ADT, amount of truck traffic, overweight permit route, etc.

{|border="0"

|1)||H20 (one lane with Impact) [Posting Rating] ≥ 23 tons
|-
|2)||3S2 (one lane with impact) [Posting Rating] ≥ 40 tons
|}

Posting Rating = 86% of Load Factor Operating Rating (Refer to figures below for H20, 3S2 and MO5 criteria).

If a structure is located within a commercial zone, then the following additional posting condition must be investigated:

{|border="0"

|3)||M05 (two lane with impact) [Operating Rating] ≥ 70 Tons (posting limit)
|}

Any other overstresses or inadequacies (slab, substructure, etc.) shall be reported to the Structural Project Manager.

Deck thickness for redecks shall be determined such that Posting will not be required or the existing posting is not lowered, and it is generally not less than original deck thickness.

Deck thickness for widenings shall be existing thickness unless thicker slab does not create overall deck stiffening irregularities.

See Structural Project Manager if AASHTO minimum deck thickness can not be used on redecks and widenings.

Future Wearing Surface (FWS) Loadings for widenings with concrete overlays - In addition to weight of overlay:

:Add FWS of 35 psf to the design of new girders if existing girders are sufficient for the 35 psf FWS

:Lower FWS loading to 15 psf if existing girders are not sufficient for FWS loading of 35 psf

:If existing girders are not sufficient for any FWS then lower FWS to FWS = 0.

:The existing ratings should be reviewed to determine what wearing surface loads were used. When necessary, the rating should be evaluated for acceptability of the proposed changes in the wearing surface loads and geometry. Preliminary ratings that are based on estimated geometry shall be revised when the updated, final geometry is known.

<center>[[Image:751.40_Posting_Rating_(H20_Legal_Truck).gif]]</center>

<center>[[Image:751.40_Posting_Rating_(3S2_Truck).gif]]</center>

<center>[[Image:751.40_Posting_Rating_(MO5_Truck).gif]]</center>

== 751.40.8 Design Information when using AASHTO Standard Specifications for Highway Bridges 17th Edition ==

=== 751.40.8.1 Loadings ===

==== 751.40.8.1.1 Live Load ====

Structures shall be designed to carry the dead load, live load, impact (or dynamic effect of the live load), wind load and other forces, when they are applicable.

Members shall be designed with reference to service loads and allowable stresses as provided in AASHTO (17th edition) Service Load Design Method (Allowable Stress Design) or with reference to factored load and factored strength as provided in AASHTO Strength Design Method (Load Factor Design). Load groups represent various combination of loads and forces to which a structure may be subjected. Group loading combinations for Service Load Design and Load Factor Design are given by AASHTO (17th edition) 3.22.1 and AASHTO (17th edition) Table 3.22.1A.

The live load shall consist of the applied moving load of vehicles and pedestrians. The design live load to be used in the design of bridges for the state system will be as stated on the Design Layout.
*The design truck: HS20-44 or HS20-44 Modified
*The design tandem (Military)
*The design lane loading

'''Criteria'''
#All widened or retrofitted bridges on the National Highway System and in commercial zones may be designed for HS20-44 Modified loading. All remaining bridges will be designed for HS20-44 loading.
#The Design Tandem loading is to be checked on national highway system or when Alternate Military loading appears on the Design Layout.
#Carrying members of each structure shall be investigated for the appropriate loading.
#*Main carrying members include:
#**Steel or Concrete stringers or girders.
#**Longitudinally reinforced concrete slabs supported on transverse floor beams or substructure units (includes hollow slabs).
#**Transversely reinforced concrete slabs supported by main carrying members parallel to traffic and over 8'-0" center to center. Use the formulas for moment in AASHTO Article 3.24.3.1 Case A.
#**Steel grid floors when the main elements of the grid extend in a direction parallel to traffic, or with main elements transverse to traffic on supports more than 8'-0" apart.
#**Timber floors and orthotropic steel decks.
#The reduction in live load for calculating substructure members is based on AASHTO 3.12.1. See Live Load Distribution in the Load Distribution Section.

'''HS20-44 Truck Loading'''

The HS20-44 truck is defined below as one 8 kip axle load and two 32 kip axle loads spaced as shown.

<center>[[Image:751.40 loadings-hs20-44 truck loading(side).gif]]</center>

Varies = Variable spacing 14’ to 30’ inclusive. Spacing to be used is that which produces the maximum stresses.

<center>[[Image:751.40 loadings-hs20-44 truck loading(back).gif]]</center>

<center>'''HS20-44 Design Truck'''</center>

(*) In the design of timber floors and orthotropic steel decks (excluding transverse beams) for H-20 Loading, one axle load of 24 kips or two axle loads of 16 kip each, spaced 4 feet apart may be used, whichever produces the greater stress, instead of the 32 kip axle load shown.

(**) For slab design, the center line of wheels shall be assumed to be one foot from face of cur

'''HS20-44 Modified Truck Loading'''

The HS20-44 Modified truck is defined below as one 10 kip axle load and
two 40 kip axle loads spaced as shown. This is the same as HS20-44 truck modified by a factor of 1.25.

<center>[[Image:751.40 loadings-hs20-44 modified truck loading(side).gif]]</center>

Varies = Variable spacing 14’ to 30’ inclusive. Spacing to be used is that which produces the maximum stresses.

<center>[[Image:751.40 loadings-hs20-44 modified truck loading(back).gif]]</center>

<center>'''HS20-44 Modified Design Truck'''</center>

(*) For slab design, the center line of wheels shall be assumed to be one foot from face of curb.

'''Design Tandem Loading'''

The Design Tandem Loading is a two axle load each of 24 kips. These axles are spaced at 4'-0" centers. The transverse spacing of wheels shall be taken as 6'-0".

<center>[[Image:751.40 loadings-design tandem loading(plan view).gif]]</center>

<center>'''Design Tandem Loading - Plan View'''</center>

'''Design Lane Loading'''

*For HS20-44 Truck, the design lane load shall consist of a load 640 lbs per linear foot, uniformly distributed in the longitudinal direction with a single concentrated load (or two concentrated loads in case of continuous spans for determination of maximum negative moment), so placed on the span as to produce maximum stress. The concentrated load and uniform load shall be considered as uniformly distributed over a 10'-0" width on a line normal to the center line of the lane.
*For HS20-44 Modified Truck, use the HS20-44 truck modified by a factor of 1.25.

<center>[[Image:751.40 loadings-design lane loading.gif]]</center>

<center>'''Design Lane Loading'''</center>

*For the design of continuous structures, an additional concentrated load is placed in another span to create the maximum effect. For positive moments, only one concentrated load is used, combined with as many spans loaded uniformly as are required to produce the maximum moment.

'''Standard Roadway Width'''

:26'-0" (up to 2 traffic lanes)
:28'-0" (up to 2 traffic lanes)
:30'-0" (up to 3 traffic lanes)
:32'-0" (up to 3 traffic lanes)
:36'-0" (up to 3 traffic lanes)
:38'-0" (up to 3 traffic lanes)
:40'-0" (up to 4 traffic lanes)
:44'-0" (up to 4 traffic lanes)

==== 751.40.8.1.2 Impact ====

Highway live loads shall be increased by a factor given by the following formula:

<math>\, I = \frac {50}{L + 125}</math>   <math>\,L </math> in feet

For continuous spans, <math>\, L</math> to be used in this equation for negative moments is the average of two adjacent spans at an intermediate bent or the length of the end span at an end bent. For positive moments, <math>\, L</math> is the span length from center to center of support for the span under consideration.

Impact is never to be more than 30 percent. It is intended that impact be included as part of the loads transferred from superstructure to substructure but not in loads transferred to footings or parts of substructure that are below the ground line. The design of neoprene bearing pads also does not include impact in the design loads.

==== 751.40.8.1.3 Collision Force ====

Collision forces shall be applied to the barrier curb in the design of the cantilever slab. A force of 10 kips is to be applied at the top of the standard barrier curb. This force is distributed through the barrier curb to the slab.

==== 751.40.8.1.4 Centrifugal Force ====

Structures on curves shall be designed for a horizontal radial force equal to the following percentage of the live load in all the lanes, without impact.

<math>\, C = \frac {6.68 S^2}{R}</math>

Where:
{|
|<math>\, C</math>||= the centrifugal force in percent of the live load
|-
|<math>\, S</math>||= the design speed in miles per hour
|-
|<math>\, R</math>||= the radius of the curve in feet
|}

This force shall be applied at 6 feet above the centerline of the roadway with one design truck being placed in each lane in a position to create the maximum effect. Lane loads shall not be used in calculating centrifugal forces.

The effects of superelevation shall be taken into account.

==== 751.40.8.1.5 Lateral Earth Pressure ====

Structures which retain fills shall be designed for active earth pressures as

<math>\, P_a = 0.5 (\gamma K_a) H^2</math>

Where:
{|
|<math>\, P_a</math>||colspan="2"|= active earth pressure per length (lb/ft)
|-
|<math>\, \gamma</math>||colspan="2"|= unit weight of the back fill soil = 120 lb/ft³
|-
|<math>\, K_a</math>||colspan="2"|= coefficient of active earth pressure as given by Rankine’s formula
|-
|<math>\, \gamma K_a</math>||= <math>\, p_a</math>||= equivalent fluid pressure (lb/ft³)(*)
|-
|<math>\, H</math>||colspan="2"|= height of the back fill soil (ft)
|}

'''Rankine's Formula'''

The coefficient of active earth pressure <math>\, K_a</math> is:

<math>\, K_a = (cos \alpha) \Bigg( \frac {cos \alpha - \sqrt{cos^2 \alpha - cos^2 \phi}}{cos \alpha + \sqrt{cos^2 \alpha - cos^2 \phi}} \Bigg)</math>

Where:
{|
|<math>\, \phi</math>||= angle of internal friction of the backfill soil (*)
|-
|<math>\, \alpha</math>|| = the angle of incline of the backfill
|}

If the backfill surface is level, angle a is zero and <math>\, K_a</math> is:

<math>\, K_a = \frac {1 - sin \phi}{1 + sin \phi}</math>

(*) Use the internal friction angle indicated on the Design Layout. However, if the friction angle is not determined, use the minimum equivalent fluid pressure value, <math>\, p_a</math> , of 45 lb/ft³ for bridges and retaining walls. For box culverts use a maximum of 60 lb/ft³ and a minimum of 30 lb/ft³ for fluid pressure.

'''Live Load Surcharge'''

An additional earth pressure shall be applied to all structures which have live loads within a distance of half the structure height. This additional force shall be equal to adding 2'-0" of fill to that presently being retained by the structure.

==== 751.40.8.1.6 Longitudinal Forces (Braking Forces) ====

A longitudinal force of 5% of the live load shall be applied to the structure. This load shall be 5% of the lane load plus the concentrated load for moment applied to all lanes and adjusted by the lane reduction factor. Apply this force at 6 feet above the top of slab and to be transmitted to the substructure through the superstructure.

==== 751.40.8.1.7 Wind Load ====

Wind loads shall be applied to the structure regardless of length.

The pressure generated by wind load is:

<math>\, P = K V^2</math>

Where:
{|
|<math>\, P</math>||= wind pressure in pounds per square foot
|-
|<math>\, V</math>||= design wind velocity = 100 miles per hour
|-
|<math>\, K</math>||= 0.004 for wind load
|}

Basic wind load (pressure) = 0.004 x (100)² = 40 lb/ft²

'''Wind Load for Superstructure Design'''

'''Transverse'''

A wind load of the following intensity shall be applied horizontally at right angles to the longitudinal axis of the structure.
*Trusses and Arches = 75 pounds per square foot = <math>\, W_t</math>
*Girders and Beams = 50 pounds per square foot (*) = <math>\, W_t</math> (for plate girder lateral bracing check only)
*The total force shall not be less than 300 pounds per linear foot in the plane of windward chord and 150 pounds per linear foot in the plane of the leeward chord on truss spans, and not less than 300 pounds per linear foot on girder spans.

'''Wind Load for Substructure Design'''

Forces transmitted to the substructure by the superstructure and forces applied directly to the substructure by wind load shall be as follows:

'''Forces from Superstructure: Wind on Superstructure'''

'''Transverse'''

A wind load of the following intensity shall be applied horizontally at right angles to the longitudinal axis of the structure.
*Trusses and Arches = 75 pounds per square foot = <math>\, W_t</math>
*Girders and Beams = 50 pounds per square foot (*) = <math>\, W_t</math>

''(*) Use Wt = 60 lbs/ft² for design wind force on girders and beams If the column height on a structure is greater than 50 feet, where the height is the average column length from ground line to bottom of beam.''

The transverse wind force for a bent will be:

<math>\, P = L \times H \times W_t</math>

Where:
{|
|valign="top"|<math>\, L</math>||= length in feet = the average of two adjacent spans for intermediate bents and half of the length of the end span for end bents.
|-
|valign="top"|<math>\, H</math>||= the total height of the girders, slab, barrier curb and any superelevation of the roadway, in feet
|-
|valign="top"|<math>\, W_t</math>|| = wind force per unit area in pounds per square foot
|}

This transverse wind force will be applied at the top of the beam cap for the design of the substructure.

'''Longitudinal (**)'''

The standard wind force in the longitudinal direction shall be applied as a percentage of the transverse loading. Use approximately 25%.

:{|
|Truss and Arch Structures||<math>\, W_I</math>||= 75 x 0.25 = approximately 20 lbs/ft²
|-
|Girder Structures||<math>\, W_I</math>||= 50 x 0.25 = approximately 12 lbs/ft²
|}

The total longitudinal wind force <math>\, P</math> will be:

<math>\, P = L \times H \times W_I</math>

Where:
{|
|<math>\, L</math>||= the overall bridge length in feet
|-
|valign="top"|<math>\, H</math>||= the total height of the girders, slab, barrier curb and anysuperelevation of the roadway, in feet
|-
|<math>\, W_I</math>||= wind force per unit area in pounds per square foot
|}

This longitudinal force is distributed to the bents based on their stiffness. (**)

The longitudinal wind force for the bent will be applied at the top of the beam cap for the design of the substructure.

'''Forces from Superstructure: Wind on Live Load'''

A force of 100 pounds per linear foot of the structure shall be applied transversely to the structure along with a force of 40 pounds per linear foot longitudinally. These forces are assumed to act 6 feet above the top of slab.
The transverse force is applied at the bents based on the length of the adjacent spans affecting them. The longitudinal force is distributed to the bents based on their stiffness. (**)

(**) See Longitudinal Distribution of Wind Loads in Distribution of Loads Section.

'''Forces Applied Directly to the Substructure'''

The transverse and longitudinal forces to be applied directly to the substructure elements shall be calculated from an assumed basic wind force of 40 lbs/ft². This wind force per unit area shall be multiplied by the exposed area of each substructure member in elevation (use front view for longitudinal force and side view for transversely force, respectively). These forces are acting at the center of gravity of the exposed portion of the member.

A shape factor of 0.7 shall be used in applying wind forces to round substructure members.

When unusual conditions of terrain or the special nature of a structure indicates, a procedure other than the Standard Specification may be used subject to approval of the Structural Project Manager.

==== 751.40.8.1.8 Temperature Forces ====

Temperature stresses or movement need to be checked on all structures regardless of length. Generation of longitudinal temperature forces is based on stiffness of the substructure. (*)

'''Coefficients'''

:{|
|Steel:||Thermal - 0.0000065 ft/ft/°F
|-
|Concrete:||Thermal - 0.0000060 ft/ft/°F
|-
|  ||Shrinkage - 0.0002 ft/ft (***)
|-
|  ||Friction - 0.65 for concrete on concrete
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|+'''Temperature Range From 60° F (**)'''
|width="100pt"| ||width="50pt"|Rise||width="50pt"|Fall||width="50pt"|Range
|-
|Steel Structures||60°F||80°F||140°F
|-
|Concrete Structures||30°F||40°F||70°F
|}

(*) See Longitudinal Distribution of Temperature Forces in Distribution of Loads Section.

(**) Temperature Range for expansion bearing design and expansion devices design see Bearing Section, Expansion Devices Section, respectively.

(***) When calculating substructure forces of concrete slab bridges, the forces caused by the shrinkage of the superstructure should be included with forces due to temperature drop. This force can be ignored for most other types of bridges.

==== 751.40.8.1.9 Sidewalk Loading ====

Sidewalk floors and their immediate support members shall be designed for a '''live load''' of 85 pounds per square foot of sidewalk area. Girders, trusses, and other members shall be design for the following sidewalk live load:

:{|
|width="150pt"|Spans 0 to 25 feet||width="100pt"|85 lbs/ft²
|-
|Spans 26 to 100 feet||60 lbs/ft²
|-
|Spans over 100 feet||use the following formula
|}

<math>\, P = \Bigg( 30 + \frac {3000}{L} \Bigg) \Bigg( \frac {55-W}{50} \Bigg)</math>

Where:
{|
|<math>\, P</math>||= live load per square foot, max. 60 lbs/ft²
|-
|<math>\, L</math>||= loaded length of sidewalk in feet
|-
|<math>\, W</math>||= width of sidewalk in feet
|}

When sidewalk live loads are applied along with live load and impact, if the structure is to be designed by service loads, the allowable stress in the outside beam or stringer may be increased by 25 percent as long as the member is at least as strong as if it were not designed for the additional sidewalk load using the initial allowable stress. When the combination of sidewalk live load and traffic live load plus impact governs the design under the load factor method, use a b factor of 1.25 instead of 1.67.

Unless a more exact analysis can be performed, distribution of sidewalk live loads to the supporting stringers shall be considered as applied 75 percent to the exterior stringer and 25 percent to the next stringer.

==== 751.40.8.1.10 Other Loads ====

'''Stream Pressure'''

Stream flow pressure shall be considered only in extreme cases. The affect of flowing water on piers shall not be considered except in cases of extreme high water and when the load applied to substructure elements is greater than that which is applied by wind on substructure forces at low water elevations.

The pressure generated by stream flow is:

<math>\, P = KV^2</math>

Where:
{|
|<math>\, P</math>||= stream pressure in pounds per square foot
|-
|<math>\, V</math>||= design velocity of water in feet per second
|-
|<math>\, K</math>||= shape constant for the surface the water is in contact with.
|-
|<math>\, K</math>||= 1.4 for square-ended piers
|-
|<math>\, K</math>||= 0.7 for circular piers
|-
|<math>\, K</math>||= 0.5 for angle-ended piers where the angle is 30 degrees or less
|}

'''Ice Forces'''

Ice forces on piers shall be applied if they are indicated on the Design Layout.

'''Buoyancy'''

Buoyancy shall be considered when its effects are appreciable.

'''Fatigue in Structural Steel'''

Steel structures subjected to continuous reversal of loads are to be designed for fatigue loading.

'''Prestressing'''

See [[751.22 P/S Concrete I Girders]] section.

'''Other Loads'''

Other loads may need to be applied if they are indicated on the Design Layout. Otherwise see Structural Project Manager before applying any additional loads.

==== 751.40.8.1.11 Group Loads ====

'''Group Loading (Service Load Design)'''

Group loading combinations are:

:{|
|GP I SL||width="350pt"| <math>\, = D+L+I</math> ||100%
|-
|GP II SL||width="350pt"| <math>\, = D+W</math> ||125%
|-
|GP III SL||width="350pt"| <math>\, = D+L+I+0.3W+WL+LF</math> ||125%
|-
|GP IV SL||width="350pt"| <math>\, = D+L+I+T</math> ||125%
|-
|GP V SL||width="350pt"| <math>\, = D+W+T</math> ||140%
|-
|GP VI SL||width="350pt"| <math>\, = D+L+I+0.3W+WL+LF+T</math> ||140%
|}

Where:
{|
|<math>\, D</math>||= dead load
|-
|<math>\, L</math>||= live load
|-
|<math>\, I</math>||= live load impact
|-
|<math>\, W</math>||= wind load on structure
|-
|<math>\, WL</math>||= wind load on live load
|-
|<math>\, T</math>||= temperature force
|-
|<math>\, LF</math>||= longitudinal force from live load
|}

'''Group Loading (Load Factor Design)'''

Group loading combinations are:

:{|
|GP I LF||<math>\, = 1.3[\beta_d D+1.67 (L+I)]</math>
|-
|GP II LF||<math>\, = 1.3[\beta_d D+W]</math>
|-
|GP III LF||<math>\, = 1.3[\beta_d D+L+I+0.3W+WL+LF]</math>
|-
|GP IV LF||<math>\, = 1.3[\beta_d D+L+I+T]</math>
|-
|GP V LF||<math>\, = 1.25[\beta_d D+W+T]</math>
|-
|GP VI LF||<math>\, = 1.25[\beta_d D+L+I +0.3W+WL+LF+T]</math>
|}

Where:
{|
|<math>\, D</math>||= dead load
|-
|<math>\, L</math>||= live load
|-
|<math>\, I</math>||= live load impact
|-
|<math>\, W</math>||= wind load on structure
|-
|<math>\, WL</math>||= wind load on live load
|-
|<math>\, T</math>||= temperature force
|-
|<math>\, LF</math>||= longitudinal force from live load
|-
|<math>\, \beta_d</math>||= coefficient, see AASHTO Table 3.22.1A
|}

Other group loadings in AASHTO Table 3.22.1A shall be used when they apply.

=== 751.40.8.2 Distribution of Loads ===

==== 751.40.8.2.1 Distribution of Dead Load ====

'''Composite Steel or Prestressed Concrete Structures'''

The dead load applied to the girders through the slab shall be:

'''Dead Load 1'''

Non-composite dead loads should be distributed to girders (stringers) on the basis of continuous spans over simple supports.

'''Dead Load 2'''

Composite loads shall be distributed equally to all girders. The following are all Dead Load 2 loads:
:Barrier curb
:Future wearing surface on slab
:Sidewalks
:Fences
:Protective coatings and waterproofing on slab

'''Concrete Slab Bridges'''

Distribute entire dead load across full width of slab.

For longitudinal design, heavier portions of the slab may be considered as concentrated load for entry into the "Continuous Structure Analysis" computer program.

For transverse bent design, consider the dead load reaction at the bent to be a uniform load across entire length of the transverse beam.

==== 751.40.8.2.2 Distribution of Live Load ====

Live loading to be distributed shall be the appropriate loading shown on the Design Layout.
Applying Live Load to Structure

'''Superstructure'''

For application of live load to superstructure, the lane width is considered 12 feet. Each design vehicle has wheel lines which are 6 feet apart and adjacent design vehicles must be separated by 4 feet.

'''Substructure'''

To produce the maximum stresses in the main carrying members of substructure elements, multiple lanes are to be loaded simultaneously. The lane width is 12 feet. Partial lanes are not to be considered. Due to the improbability of coincident maximum loading, a reduction factor is applied to the number of lanes. This reduction however, is not applied in determining the distribution of loads to the stringers.

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|+'''Distribution of Live Load to Beams and Girders'''
!width="150pt"|Number of Lanes||width="150pt"|Percent
|-
|one or two lanes||100
|-
|three lanes||90
|-
|four lanes or more||75
|}

'''Moment Distribution'''

Moments due to live loads shall not be distributed longitudinally. Lateral distribution shall be determined from AASHTO Table 3.23.1 for interior stringers. Outside stringers distribute live load assuming the flooring to act as a simple span, except in the case of a span with a concrete floor supported by four or more stringers, then AASHTO 3.23.2.3.1.5 shall be applied. In no case shall an exterior stringer have less carrying capacity than an interior stringer.

'''Shear Distribution'''

As with live load moment, the reactions to the live load are not to be distributed longitudinally. Lateral distribution of live load shall be that produced by assuming the flooring to act as simply supported. Wheel lines shall be spaced on accordance with AASHTO 3.7.6 and shall be placed in a fashion which provides the most contribution to the girder under investigation, regardless of lane configuration. The shear distribution factor at bents shall be used to design bearings and bearing stiffeners.

'''Deflection Distribution'''

Deflection due to live loads shall not be distributed longitudinally. Lateral distribution shall be determined by averaging the moment distribution factor and the number of wheel lines divided by the number of girder lines for all girders. The number of wheel lines shall be based on 12 foot lanes. The reduction in load intensity (AASHTO Article 3.12.1) shall not be applied.

Deflection Distribution Factor =   <math>\, \cfrac {\big\{ \frac{2n}{N} \big\} + MDF}{2}</math>

Where:
{|
|<math>\, n</math>||= number of whole 12 foot lanes on the roadway
|-
|<math>\, N</math>||= number of girder lines;
|-
|<math>\, MDF</math>||= Moment Distribution Factor.
|}

Example: 38'-0" Roadway (Interior Girder),   <math>\, n=3</math>,   <math>\, N=5</math>,   <math>\, MDF=1.576</math>

Deflection Distribution Factor =   <math>\, \cfrac {\big\{ \frac{2 \times 3lanes}{5 girders} \big\} + 1.576}{2} = 1.388</math>

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|+'''Live Load Distribution Factors for Standard Roadway Widths'''
!rowspan="2" width="75pt" |Roadway Width||rowspan="2" width="75pt"|Number Girders||rowspan="2" width="75pt"|Girder Spacing||colspan="3"|Exterior Girder||colspan="3"|Interior Girder||rowspan="2"|(1)
|-
!Mom.||Shear||Defl.||Mom.||Shear||Defl.
|-
|26’-0”||4||7’-6”||1.277||1.133||1.139||1.364||1.667||1.182||1.071
|-
|28’-0”||4||8’-2”||1.352||1.204||1.176||1.485||1.776||1.243||1.167
|-
|30’-0”||4||8’-8”||1.405||1.308||1.453||1.576||1.846||1.538||1.238
|-
|32’-0”||4||9’-2”||1.457||1.400||1.479||1.667||1.909||1.584||1.310
|-
|36’-0”||5||8’-2”||1.352||1.184||1.276||1.485||1.776||1.343||1.167
|-
|38’-0”||5||8’-8”||1.405||1.231||1.303||1.576||1.846||1.388||1.238
|-
|40’-0”||5||9’-0”||1.440||1.333||1.520||1.636||1.889||1.618||1.286
|-
|44’-0”||5||9’-9”||1.515||1.487||1.558||1.773||1.974||1.687||1.393
|}
<center> '''(1)''' Use when checking interior girder moment cyclical loading Case I Fatigue for one lane loading.</center>

'''Distribution of Live Load to Substructure'''

For substructure design the live load wheel lines shall be positioned on the slab to produce maximum moments and shears in the substructure. The wheel lines shall be distributed to the stringers on the basis of simple spans between stringers. The number of wheel lines used for substructure design shall be based on 12 foot lanes and shall not exceed the number of lanes times two with the appropriate percentage reduction for multiple lanes where applicable.

In computing these stresses generated by the lane loading, each 12 foot lane shall be considered a unit. Fractional units shall not be considered.

'''Distribution of Loads to Slabs'''

For simple spans, the span length shall be the distance center to center of supports but need not be greater than the clear distance plus the thickness of the slab. Slabs for girder and floor beam structures should be designed as supported on four sides.

For continuous spans on steel stringers or on thin flanged prestressed beams (top flange width to thickness ratios > 4.0), the span length shall be the distance between edges of top flanges plus one quarter of each top flange width. When the top flange width to thickness is < 4.0 the span distance shall be the clear span between edges of the top flanges

When designing the slab for live load, the wheel line shall be placed 1 foot from the face of the barrier curb if it produces a greater moment.

'''Bending Moments in Slab on Girders'''

The load distributed to the stringers shall be:

<math>\, \Bigg( \frac {S + 2}{32} \Bigg) </math>   P20 or P25 = Moment in foot-pounds per-foot width of slab.

Where:
{|
|<math>\, S</math>||= effective span length between girders in feet
|-
|P20 or P25||= wheel line load for HS20 or HS20 Modified design Truck in kips.
|}

For slabs continuous over 3 or more supports, a continuity factor of 0.8 shall be applied.

'''Main Reinforcement Parallel to Traffic'''

This distribution may be applied to special structure types when its use is indicated.

'''Distribution of Live Load to Concrete Slab Bridges'''

Live load for transverse beam, column and pile cap design shall be applied as concentrated loads of one wheel line. The number of wheel lines used shall not exceed the number of lanes x 2 with the appropriate reduction where applicable.

For slab longitudinal reinforcement design, use live load moment distribution factor of 1/E for a one-foot strip slab with the appropriate percentage reduction.

<math>\, E = 4' + 0.06S, E (max.) = 7'</math>

Where:
{|
|<math>\, E</math>||= Width of slab in feet over which a wheel is distributed
|-
|<math>\, S</math>||= Effective span length in feet.
|}

For slab deflection, use the following deflection factor for a one-foot strip slab without applying percentage reduction.

Deflection Factor = (Total number of wheel line) / (width of the slab)

==== 751.40.8.2.3 Frictional Resistance ====

The frictional resistance varies with different surfaces making contact. In the design of bearings, this resistance will alter how the longitudinal forces are distributed. The following table lists commonly encountered materials and their coefficients. These coefficients may be used to calculate the frictional resistance at each bent.

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
!colspan="4"|Frictional Resistance of Expansion Bearings
|-
!colspan="2"|Bearing Type||Coef.||General Data
|-
!colspan="2"|Type C Bearing
|0.14
|rowspan=10| Coef. of sliding friction steel to steel = 0.14

Coef. for pin and rocker type bearing =

<math>\, \frac {0.14 (Radius\ of\ pin)}{Radius\ of\ Rocker}</math>

Frictional Force = Reaction x Coef.
|-
!colspan="2"|6” Diameter Roller
|0.01
|-
!colspan="2"|Type D Bearing||  
|-
!Pin Diameter||Rocker Radius||  
|-
|2”||6.5”||0.0216
|-
|2”||7”||0.0200
|-
|2”||7.5”||0.0187
|-
|2”||8”||0.0175
|-
|2”||10.5”||0.0133
|-
!colspan="2"|PTFE Bearing
|0.0600
|}

The design of a bent with one of the above expansion bearings will be based on the maximum amount of load the bearing can resist by static friction. When this static friction is overcome, the longitudinal forces are redistributed to the other bents.

The maximum static frictional force at a bent is equal to the sum of the forces in each of the bearings. The vertical reaction used to calculate this maximum static frictional force shall be Dead Loads only for all loading cases. Since the maximum longitudinal load that can be experienced by any of the above bearings is the maximum static frictional force, the effects of longitudinal wind and temperature can not be cumulative if their sum is greater than this maximum static frictional force.

Two conditions for the bents of the bridge are to be evaluated.
#Consider the expansion bents to be fixed and the longitudinal loads distributed to all of the bents.
#When the longitudinal loads at the expansion bearings are greater than the static frictional force, then the longitudinal force of the expansion bearings is equal to the dynamic frictional force. It is conservative to assume the dynamic frictional force to be zero causing all longitudinal loads to be distributed to the remaining bents.

=== 751.40.8.3 Unit Stresses ===

==== 751.40.8.3.1 Fatigue in Structural Steel ====

Steel structures subjected to continuous reversal of loads are to be designed for fatigue loading.

ADTT, Average Daily Truck Traffic (one direction), shall be indicated on the Design Layout. Based on ADTT, the fatigue case and corresponding stress cycles can be obtained from ''AASHTO Table 10.3.2A''.

When Case I fatigue is considered, it is necessary to check fatigue due to truck loading for both the 2,000,000 and over 2,000,000 stress cycles. For the over 2,000,000 stress cycles, the moment distribution factor for all stringers or girders (for fatigue stresses only) will be based on '''one''' lane loaded. For truck loading 2,000,000 cycles and lane loading 500,000 cycles, use the moment distribution factor based on two or more traffic lanes (same as for design moment).

The number of cycles to be used in the fatigue design is dependent on the case number and type of load producing maximum stress as indicated in AASHTO Table 10.3.2A.
The allowable fatigue stress range based on the fatigue stress cycles can be obtained from ''AASHTO Table 10.3.1A''.

The type of live load used to determine the number of cycles will be the type of loading used to determine the maximum stress at the point under consideration.

In continuous beams, the maximum stresses may be produced by the truck loading at some points, but by lane loading at other points. However, if the lane loading governs, then the longitudinal members should also be checked for truck loading.

Only live loading and impact stresses need to be considered when designing for fatigue.

Fatigue criteria applies only when the stress range is one of tension to tension or reversal. The fatigue criteria does not apply to the stress range from compression to compression.

All fracture critical structures, those which consist of only one or two main carrying members, trusses or single box girders, shall be considered as Non-redundant structures. Use the appropriate table which accompanies these structures.

==== 751.40.8.3.2 Reinforced Concrete ====

'''Allowable Stresses of Reinforcing Steel'''

Tensile stress in reinforcement at service loads, <math>\, f_s</math>:

{|
!colspan="2" align="left"|Concrete
|-
|width="250pt"|Reinforcing Steel (Grade 40)||<math>\, f_s</math>||= 20,000 psi
|-
|width="250pt"|Reinforcing Steel (Grade 60)||<math>\, f_s</math>||= 24,000 psi
|}

For compression stress in beams, see ''AASHTO Article 8.15.3.5''.

For compression stress in columns, see ''AASHTO Article 8.15.4''.

For fatigue stress limit, see ''AASHTO Article 8.16.8.3''.

'''Fatigue in Reinforcing Steel'''

For flexural members designed with reference to load factors and strengths by Strength Design Method, stresses at service load shall be limited to satisfy the requirements for fatigue. Reinforcement should be checked for fatigue at all locations of peak service load stress ranges and at bar cut-off locations except for concrete deck slab in multi-girder applications.

'''Allowable Stress Range:''' <math>\, fr_{allow}</math>

The allowable stress range is found using the equation listed below and the minimum stresses from dead load, live load, and impact based on service loads.

The term minimum stress level fmin for this formula indicates the algebraic minimum stress level: tension stress with a positive sign and compression stress with a negative sign.

<math>\, fr_{allow} = 21 - 0.33 f_{min} + 8(r/h)</math>

Where:
{|
|<math>\, fr_{allow}</math>||= allowable stress range (ksi)
|-
|<math>\, f_{min}</math>||= algebraic minimum stress level ksi):
|-
|  ||positive if tension, negative if compression.
|-
|valign="top"|<math>\, r/h</math>||= ratio of base radius to height of rolled-on transverse deformation; if the actual value is not know, 0.3 may be used.
|-
|<math>fr_{allow}</math>||= <math>\, 23.4 - 0.33 f_{min}</math>     when <math>\, r/h
= 0.3</math>
|}

Fatigue research has shown that increasing minimum tensile stress results in a decrease in fatigue strength for a tension to tension stresses case. The fatigue strength increases with a bigger compressive stress in a tension to compression stresses case.

'''Actual Stress Range:''' <math>\, fr_{act}</math>

The actual stress range, <math>\, fr_{act}</math>, is found using dead load, live load, and impact from service loads.

{|
|<math>\, fr_{act}</math>||colspan="2"|= <math>\, f_{GT} - f_{LT}</math>
|-
|<math>\, f_{GT}</math>||colspan="2"|= greatest tension stress level (ksi), always positive.
|-
|  ||colspan="2"|(Not necessary to check compression to compression for fatigue.)
|-
|<math>\, f_{LT}</math>||colspan="2"|= algebraic least stress level (ksi):
|-
|  ||<math>\, f_{LT}</math>||= positive if the least stress is tension
|-
|  ||  ||'''(tension to tension stresses)'''
|-
|  ||<math>\, f_LT</math>||= negative if the least stress is compression
|-
|  ||  ||(tension to compression stresses)
|}

'''Tension and Compression Stress Computation'''

Tension and compression stress are determined by using the following formulae for double reinforced concrete rectangular beams.

<math>\, f_s</math> = tensile stress in reinforcement at service loads (ksi)

:Tensile stress   <math>\, f_s = \frac {M}{A_s j d}</math>

<math>\, f'_s</math> = compressive stress in reinforcement at service loads (ksi)

:Compressive stress   <math>\, f'_s = \frac {M}{A_s j d} \Bigg( \cfrac {k - \frac {d^1}{d}} {1 - k} \Bigg)</math>

Where:

<math>\, j = \cfrac {k^2 \Big( 1 - \frac {k}{c} \Big) + 2 \rho'n \Big( k - \frac {d'}{d} \Big) \Big( 1 - \frac {d'}{d} \Big)}{k^2 + 2 \rho'n \Big( k - \frac {d'}{d} \Big)}</math>      '''Eq. 2.2-1'''

<math>\, k = \sqrt{2n \Bigg( \rho + \rho' \Bigg( \frac{d'}{d}\Bigg) \Bigg) + n^2 \big( \rho + \rho' \big)^2 - n \big( \rho + \rho' \big)}</math>      '''Eq. 2.2-2'''

{|
|<math>\, \rho</math>||= tension reinforcement ratio,   <math>\, \rho = \frac{A_s}{bd}</math>
|-
|<math>\, \rho'</math>||= compression reinforcement ratio,   <math>\, \rho' = \frac{A'_s}{bd}</math>
|-
|<math>\, A_s</math>||= area of tension reinforcement (sq. inch)
|-
|<math>\, A'_s</math>||= area of compression reinforcement (sq. inch)
|-
|<math>\, b</math>||= width of beam (inch)
|-
|<math>\, d</math>||= distance from extreme compression fiber to centroid of tension reinforcement (inch)
|-
|<math>\, d'</math>||= distance from extreme compression fiber to centroid of compression reinforcement (inch)
|-
|<math>\, jd</math>||= distance from tensile steel to resultant compression (inch)
|-
|<math>\, kd</math>||= distance from neutral plane to compression surface (inch)
|-
|<math>\, n</math>||= ratio of modulus of elasticity of steel to that of concrete
|}

=== 751.40.8.4 Standard Details ===

==== 751.40.8.4.1 Welding Details ====

All welding shall be detailed in accordance with ANSI / AASHTO / AWS D1.5, Bridge Welding Code.

For ASTM A709, Grade 36 steel (Service Load Design <math>\, F_u</math> = 58,000 psi) the allowable shear stress in fillet welds ( <math>\, F_V</math> ) is:

<math>\, F_V = 0.27 F_u</math>

Where:
{|
|<math>\, F_V</math>||= allowable basic shear stress
|-
|<math>\, F_u</math>||= tensile strength of the electrode classification but not greater than the tensile strength of the connected part
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|+'''Allowable Shear Loads for Fillet Welds (*)'''
|'''Size of Fillet Weld''' (Inch)||'''Allowable Shear Loads per Length''' (Pound per lineal inch)
|-
|1/8”||1,380
|-
|3/16”||2,075
|-
|1/4"||2,770
|-
|5/16”||3,460
|-
|3/8”||4,150
|-
|1/2"||5,535
|-
|5/8”||6,920
|-
|3/4"||8,300
|-
|7/8”||9,690
|-
|1”||11,070
|}

(*) Allowable Shear Load = <math>\, (0.27)(58000 psi)(0.707xSize of Weld)(L)</math>

Where:
{|
|align="right"| <math>\, L</math>||= Effective Length, in inch
|-
|align="right"| <math>\, (0.707xSize of Weld)</math>||= Effective Throat, in inch
|-
|align="right"| <math>\, (0.707xSize of Weld)(L)</math>||= Effective weld area in sq. inch
|}

==== 751.40.8.4.2 Development and splicing of Reinforcement ====

===== 751.40.8.4.2.1 General =====

'''Development of Tension Reinforcement'''

Development lengths for tension reinforcement shall be calculated in accordance with AASHTO Article 8.25. Development length modification factors described in AASHTO Articles 8.25.3.2 and 8.25.3.3 shall only be used in situations where development length without these factors is difficult to attain. All other modification factors shown shall be used.

Development lengths for tension reinforcement have been tabulated on the following pages and include the modification factors except those described above.

'''Lap Splices of Tension Reinforcement'''

Lap splices of reinforcement in tension shall be calculated in accordance with AASHTO Article 8.32.1 and 8.32.3. Class C splices are preferred when possible, however it is permissible to use Class A or B when physical space is limited. The designer shall satisfy AASHTO Table 8.32.3.2 when using Class A or B splices. It should be noted that As required is based on the stress encountered at the splice location, which is not necessarily the maximum stress used to design the reinforcement.

Temperature and shrinkage reinforcement is assumed to fully develop the specified yield stresses. Therefore the development length shall not be reduced by (<math>\, A_s</math> required)/(<math>\, A_s</math> supplied).

Splice lengths for tension reinforcement have been tabulated on the following pages and include the development length modifications as described above.

'''Development of Tension Hooks'''

Development of tension hooks shall be calculated in accordance with AASHTO Article 8.29. Hook length modification factors described in Articles 8.29.3.3 and 8.29.3.4 shall only be used in situations where hook length without these factors is difficult to attain. All other modification factors shown shall be used.

Development lengths of tension hooks have been tabulated on the following pages and include the modification factors except those described above.

'''Development of Compression Reinforcement'''

Development lengths for compression reinforcement shall be calculated in accordance with AASHTO Article 8.26. Development length modification factors described in AASHTO Articles 8.26.2.1 and 8.26.2.2 shall only be used in situations where development length without these factors is difficult to attain. All other modification factors shown shall be used.

Development lengths for compression reinforcement have been tabulated on the following pages and include the modification factors except those described above.

'''Lap Splices of Compression Reinforcement'''

Lap splices of reinforcement in compression shall be calculated in accordance with AASHTO Article 8.32.1 and 8.32.4.

Splice lengths for compression reinforcement have been tabulated on the following pages.

'''Mechanical Bar Splices'''

Mechanical bar splices may be used in situations where it is not possible or feasible to use lap splices. Mechanical bar splices shall meet the criteria of AASHTO Article 8.32.2. Refer to the manufacturers literature for more information on the design of mechanical bar splices.

===== 751.40.8.4.2.2 Development and Tension Lap Splice Lengths - Top Bars (<math>\, F_y</math> = 60 ksi) =====

<center>[[Image:751.40 reinforcement- Development and Tension Lap Splice Lengths - Top Bars (Fy = 60 ksi).gif]]</center>

Top reinforcement is placed so that more than 12” of concrete is cast below the reinforcement.

Class A splice =1.0 <math>\, L_d</math>, Class B splice =1.3 <math>\, L_d</math>, Class C splice =1.7 <math>\, L_d</math>

Use development and tension lap splices of <math>\, f'_c</math> = 4 ksi for concrete strengths greater than 4 ksi.

===== 751.40.8.4.2.3 Development and Tension Lap Splice Lengths - Other Than Top Bars (<math>\, F_y</math> = 60 ksi) =====

<center>[[Image:751.40 reinforcement- Development and Tension Lap Splice Lengths - Other Than Top Bars (Fy = 60 ksi).gif]]</center>

Class A splice =1.0 <math>\, L_d</math>, Class B splice =1.3 <math>\, L_d</math>, Class C splice =1.7 <math>\, L_d</math>

Use development and tension lap splices of <math>\, f'_c</math> = 4 ksi for concrete strengths greater than 4 ksi.

===== 751.40.8.4.2.4 Development and Lap Splice Lengths - Bars in Compression (<math>\, F_y</math> = 60 ksi) =====

<center>[[Image:751.40 reinforcement- Development and Lap Splice Lengths - Bars in Compression (Fy = 60 ksi).gif]]</center>

Development length for spirals, <math>\, L_d</math>, <math>\, _{spiral}</math>, should be used if reinforcement is enclosed in a spiral of not less than 1/4” diameter and no more than 4” pitch. See AASHTO 8.26 for special conditions.

All values are for splices with the same size bars. For different size bars, see AASHTO 8.32.4.

(*) Lap splices for #14 and #18 bars are not permitted except as column to footing dowels.

===== 751.40.8.4.2.5 Development of Standard Hooks in Tension, Ldh (<math>\, F_y</math> = 60 ksi) =====

The development length, <math>\, L_{dh}</math>, is measured from the critical section to the outside edge of hook. The tabulated values are valid for both epoxy and non-epoxy coated hooks.

<center>[[Image:751.40 reinforcement- Development of Standard Hooks in Tension, Ldh (Fy = 60 ksi).gif]]</center>

'''Case A''' - For #11 bar and smaller, side cover (normal to plane of hook) less than 2 1/2 inches and for a 90 degree hook with cover on the hook extension less than 2 inches.

'''Case B''' - For #11 bar and smaller, side cover (normal to plane of hook) greater than 2 1/2 inches and for a 90-dgree hook with cover on the hook extension 2 inches or greater.

(*) See Structural Project Manager before using #14 or #18 hook.

{| border="0" cellpadding="3" cellspacing="1" align="center" style="text-aling:center"

| rowspan="4"|[[Image:751.40 reinforcement-DETAIL NEAR FREE EDGE OR CONSTRUCTION JOINT.gif]]
| rowspan="4" width="40px"| 
|[[Image:751.40 reinforcement- HOOKED-BAR DETAILS FOR DEVELOPMENT OF STANDARD HOOKS.gif]]
|-
|(1) = <math>\,4d_b</math> (#3 thru #8)
|-
|(1) = <math>\,5d_b</math> (#9, #10 and #11)
|-
|(1) = <math>\,6d_b</math> (#14 and #18)
|-
!DETAILS NEAR FREE EDGE <br\>OR CONSTRUCTION JOINT|| ||HOOKED-BAR DETAILS FOR<br\>DEVELOPMENT OF STANDARD HOOKS
|}

===== 751.40.8.4.2.6 Development of non-epoxy coated Grade 40 deformed bars in tension, <math>\, L_d</math> (AASHTO 8.25) =====

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|+'''Bars spaced laterally less than 6 inches on center or less than 3 inches concrete cover in direction of the spacing'''
!rowspan="2" width="50pt"|Bar||colspan="2"|<math>\, f'_c</math> = 3 ksi||colspan="2"|<math>\, f'_c</math> = 4 ksi||colspan="2"|<math>\, f'_c</math> = 5 ksi
|-
|width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar||width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar||width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar
|-
|#3||12||12||12||12||12||12
|-
|#4||12||12||12||12||12||12
|-
|#5||12||14||12||14||12||14
|-
|#6||13||19||12||17||12||17
|-
|#7||18||25||16||22||14||20
|-
|#8||23||33||20||28||18||25
|-
|#9||30||41||26||36||23||32
|-
|#10||38||52||33||45||29||41
|-
|#11||46||64||40||56||36||50
|-
|#14||63||87||54||76||49||68
|-
|#18||81||113||70||98||63||88
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|+'''Bars spaced laterally 6 inches or more on center and at least 3 inches concrete cover in direction of the spacing'''
!rowspan="2" width="50pt"|Bar||colspan="2"|<math>\, f'_c</math> = 3 ksi||colspan="2"|<math>\, f'_c</math> = 4 ksi||colspan="2"|<math>\, f'_c</math> = 5 ksi
|-
|width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar||width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar||width="75pt"|<math>\, L_d</math>||width="75pt"|<math>\, L_d</math> Top bar
|-
|#3||12||12||12||12||12||12
|-
|#4||12||12||12||12||12||12
|-
|#5||12||12||12||12||12||12
|-
|#6||12||15||12||14||12||14
|-
|#7||15||20||13||18||12||16
|-
|#8||19||26||16||23||15||20
|-
|#9||24||33||21||29||19||26
|-
|#10||30||42||26||36||23||33
|-
|#11||37||52||32||45||29||40
|-
|#14||50||70||44||61||39||54
|-
|#18||65||90||56||78||50||70
|}

===== 751.40.8.4.2.7 Minimum lap length for non-epoxy coated Grade 40 tension lap splices, <math>\, L_{lap}</math> (AASHTO 8.32) =====

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|+'''Bars spaced less than 6 inches laterally on center and at least 3 inches concrete cover in direction of the spacing'''
!rowspan="2"|  ||colspan="9"|Other than Top Bars||colspan="9"|Top Bars
|-
|colspan="3"|<math>\, f'_c</math> = 3 ksi||colspan="3"|<math>\, f'_c</math> = 4 ksi||colspan="3"|<math>\, f'_c</math> = 5 ksi||colspan="3"|<math>\, f'_c</math> = 3 ksi||colspan="3"|<math>\, f'_c</math> = 4 ksi||colspan="3"|<math>\, f'_c</math> = 5 ksi
|-
|Bar||A||B||C||A||B||C||A||B||C||A||B||C||A||B||C||A||B||C
|-
|#3||12||12||12||12||12||12||12||12||12||12||16||21||12||16||21||12||16||21
|-
|#4||12||12||14||12||12||14||12||12||14||12||16||21||12||16||21||12||16||21
|-
|#5||12||13||17||12||13||17||12||13||17||14||19||24||14||19||24||14||19||24
|-
|#6||13||17||22||12||16||21||12||16||21||19||24||31||17||22||29||17||22||29
|-
|#7||18||23||30||16||20||26||14||19||24||25||32||42||22||28||37||20||26||34
|-
|#8||23||30||40||20||26||34||18||24||31||33||42||55||28||37||48||25||33||43
|-
|#9||30||38||50||26||33||43||23||30||39||41||54||70||36||47||61||32||42||54
|-
|#10||38||49||63||33||42||55||29||38||49||52||68||89||45||59||77||41||53||69
|-
|#11||46||60||78||40||52||68||36||46||61||64||84||109||56||72||95||50||65||85
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|+'''Bars spaced 6 inches or more laterally on center and at least 3 inches concrete cover in direction of the spacing'''
!rowspan="2"|  ||colspan="9"|Other than Top Bars||colspan="9"|Top Bars
|-
|colspan="3"|<math>\, f'_c</math> = 3 ksi||colspan="3"|<math>\, f'_c</math> = 4 ksi||colspan="3"|<math>\, f'_c</math> = 5 ksi||colspan="3"|<math>\, f'_c</math> = 3 ksi||colspan="3"|<math>\, f'_c</math> = 4 ksi||colspan="3"|<math>\, f'_c</math> = 5 ksi
|-
|Bar||A||B||C||A||B||C||A||B||C||A||B||C||A||B||C||A||B||C
|-
|#3||12||12||12||12||12||12||12||12||12||12||16||21||12||16||21||12||16||21
|-
|#4||12||12||12||12||12||12||12||12||12||12||16||21||12||16||21||12||16||21
|-
|#5||12||12||14||12||12||14||12||12||14||12||16||21||12||16||21||12||16||21
|-
|#6||12||14||18||12||13||17||12||13||17||15||19||25||14||18||23||14||18||23
|-
|#7||15||19||24||13||16||21||12||15||20||20||26||34||18||23||29||16||21||27
|-
|#8||19||24||32||16||21||28||15||19||25||26||34||44||23||29||38||20||26||34
|-
|#9||24||31||40||21||27||35||19||24||31||33||43||56||29||37||49||26||33||44
|-
|#10||30||39||51||26||34||44||23||30||39||42||54||71||36||47||62||33||42||55
|-
|#11||37||48||63||32||42||54||29||37||49||52||67||87||45||58||76||40||52||68
|}

==== 751.40.8.4.3 Miscellaneous ====

'''Negative Moment Steel over Intermediate Supports'''

Dimension negative moment steel over intermediate supports as shown.

<center>[[Image:751.40 reinforcement-Negative Moment Steel over Intermediate Supports.gif]]</center>

{|
!colspan="2" align="left"|Prestressed Structures:
|-
|(1)||Bar length by design.
|-
|(2)||Reinforcement placed between longitudinal temperature reinforcing in top.
|}
:{|
|Bar size:||#5 bars at 7-1/2" cts. (Min.)
|-
|  ||#8 bars at 5" cts. (Max.)
|}

{|
!colspan="2" align="left"|Steel Structures:
|-
|valign="top"|(1)||Extend into positive moment region beyond "Anchor" Stud shear connectors at least '''40 x bar diameter x 1.5''' (Epoxy Coated Factor)(*) as shown below. (AASHTO 10.38.4.4 & AASHTO 8.25.2.3)
|-
|(2)||Use #6 bars at 5" cts. between longitudinal temperature reinforcing in top.
|}

<center>[[Image:751.40 reinforcement-elevation of girder showning negative moment steel.gif]]</center>

{|
|(*)||40 x bar diameter x 1.5 = 40 x 0.75" x 1.5 = 45” for #6 epoxy coated bar.
|}

=== 751.40.8.5 General Superstructure ===

==== 751.40.8.5.1 Concrete Slabs ====

===== 751.40.8.5.1.1 Design Criteria =====

'''Slabs on Girders'''

'''Stresses:'''
:{|
|<math>\, f_c</math>||= 1,600 psi
|-
|<math>\, f'_c</math>||= 4,000 psi
|-
|<math>\, n</math>||= 8
|-
|<math>\, f_y</math>||= 60,000 psi
|}

'''Moments Over Interior Support''' (Use for positive moment reinf. also) (Sec. 1.5 E40A)

{|
|Dead Load =|| <math>\, -0.107wS^2</math> ||(Continuous over 5 supports)
|-
|Dead Load =|| <math>\, -0.100wS^2</math> ||(Continuous over 4 supports)
|}
{|
|Live Load =|| <math>\, (S + 2) \frac {P}{32}</math> ||width="20pt"|  ||Continuity Factor||= 0.8
|-
|   ||   ||   ||align="right"|Impact Factor||= 1.3
|-
|   ||   ||   ||align="right"|P||= 16 Kips for HS20
|-
|   ||   ||   ||align="right"|P||= 20 Kips for HS20 Modified
|-
|colspan="5"|  
|-
|Design Load:||colspan="4"|   <math>\, M_u = 1.3 (M_{DL} + 1.67 M_{LL+I})</math>
|}

'''Cantilever Moment'''

Dead Load = Moment due to slab, F.W.S. and S.B.C.

Live Load:

Wheel Load =   <math>\, M_{LL=I} = \frac {Px}{E}</math>

Where:
{|
|<math>\, P</math>||= Wheel load (apply impact factor)
|-
|<math>\, x</math>||= Dist. from load to support (ft.)
|-
|<math>\, E</math>||= <math>\, 0.8x + 3.75</math>
|}

Collision Load =   <math>M_{COLL} = \frac {Py}{E}</math>

Where:
{|
|<math>\, P</math>||= 10 kips (Collision force)
|-
|<math>\, y</math>||= Moment arm (Curb ht.+ 1/2 Slab th.)
|-
|<math>\, E</math>||= <math>\, 0.8x + 5.0</math>
|}

Where:
{|
|<math>\, x</math>||= Dist. from C.G. of S.B.C. to support
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|width="250pt" align="left"|The "support" is assumed at the 1/4 pt. of the minimum flange.
|rowspan="4"|[[Image:751.40 general superstructure-slab cantilever section.gif]]
|-
|width="250pt" align="left"|Wheel loads and collision loads shall not be applied simultaneously.
|-
|width="250pt" align="left"|Use the greater of the two for the Design Load.
|-
|width="250pt" align="left"|Design Laod:<br./><math>\, M_u = 1.3 (M_{DL} + 1.67 M_{LL+I})</math>
|-
! ||Slab Cantilever Section
|}

Design of top reinf. is based on maximum moment over supports or cantilever moment. Flexural reinforcement shall meet the criteria of AASHTO Art. 8.16.3.

When designing for bottom transverse reinforcement, a 1" wearing surface is removed from the effective depth.

Prestressed panels replace the bottom transverse reinforcement.

Prestressed panels are assumed to carry DL1 stresses. Therefore, the negative moment due to DL1 at interior supports may be neglected.

The maximum P/S panel width (clear span + 6") for HS20 Modified is 9'-6". (Based on 10'-0" girder spacing and 10" flanges) The maximum P/S panel width (clear span + 6") for HS20 is 9'-11".

'''Distributioon of Flexural Reinforcement'''

Allowable Stress:   <math>\, f_s = \frac {Z}{(d_c \times A)^{1/3}} \le 0.6 f_y</math>

Where:
{|
|<math>\, Z</math>||= 130 k/in.
|-
|valign="top"|<math>\, d_c</math>||= Dist. from extreme tension fiber to center of closest bar (concrete cover shalll not be taken greater than 2")
|-
|<math>\, A</math>||= Effective tension area of concrete
|-
|  ||= <math>\, 2d_c s</math>
|-
|<math>\, s</math>||= Bar spacing ctr. to ctr.
|}

Actual Stress:   <math>\, f_s = \frac {M_W}{A_S \times j \times d}</math>

Where:
{|
|<math>\, M_W</math>||= Service load moment
|-
|<math>\, A_S</math>||= Area of steel
|-
|<math>\, j</math>||= <math>\, 1 - k/3</math>
|-
|<math>\, k</math>||= <math>\, \sqrt {2n\rho + (n \rho)^2 - n \rho}</math>
|-
|<math>\, n</math>||= <math>\, E_S/E_C</math>
|-
|<math>\, \rho</math>||= <math>\, A_S /(b \times d)</math>
|-
|<math>\, b</math>||= Effective width
|-
|<math>\, d</math>||= Effective depth
|}

Distribution of flexural reinforcement does not need to be checked in
concrete considered unexposed to weather.

'''Longitudinal distribution reinforcement:'''

Top of slab - use #5 bars at 15" cts. for temperature distribution.

Bottom of slab - by design.

'''Negative moment reinforcement over supports:'''

Steel structures - add. #6 bars at 5" between #5 bars.

P/S girder structures - by design.

Additional reinforcement over supports shall be a minimum of #5 bars and a maximum of #8 bars at 5" ctrs. When necessary, replace the #5 temperature reinforcement with a larger bar to satisfy negative moment reinforcement requirement, but keep all bars within two bar sizes.

Note: See details of negative moment reinforcement.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.40 general superstructure-sections thru slab showing negative moment reinforcement.gif]]
|-
!width="50%"|CIP Slab||width="50%"|P\S Panel Slab
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|[[Image:751.40 circled 1.gif]]||align="left" width="400pt" |3" Cl. preferred min., 2 3/4" Cl. preferred min. for P/S panels to accommodate #8 bars over supports and 2 1/2" Cl. absolute min. by AASHTO 8.22.1.
|}

Method of measurement:

The area of the concrete slab shall be measured and computed to the nearest square yard. This area shall be measured transversely from out to out of slab and longitudinally from end to end of bridge slab.

'''Precast Prestressed Panels'''

3" Precast prestressed concrete panels with 5-1/2" minimum cast-in-place concrete will be the standard slab used on all girder superstructures except curved steel structures.

Concrete for prestressed panels shall be Class A1 with <math>\, f'{c}</math> = 6,000 psi, <math>\, f'_{ci}</math> = 3,500 psi. Prestressing tendons shall be uncoated, low-relaxation, seven-wire(7) strands for prestressed concrete conforming to AASHTO M203 Grade 270, with nominal diameter of strand = 3/8" and area = 0.085 sq.in., minimum ultimate strength = 22.95 kips (270 ksi), and strand spacing = 4.5 inches.

Panels shall be set on joint filler or polystyrene bedding material. Filler thickness shall be a Min. of 3/4" and a Max. of 2". Standard filler width is 1 1/2" except at splice plates where 3/4" Min. is allowed to clear splice bolts. Joint filler thickness may be reduced to a minimum of 1/4" over splice plates on steel structures. For prestressed girder structures, joint filler thickness may be varied within these limits to offset girder camber or at the contractor's option a uniform 3/4" (Min.) thickness may be used throughout. The same thickness shall be used under any one edge of any panel and the maximum change in thickness between adjacent panels shall be 1/4".

Standard roadway cross sections and slab reinforcement for HS20 and HS20 Modified live loads are shown in this section. Reinforcement shown is for a cast-in-place slab or a P/S panel slab with the bottom layer of reinforcement between girders being replaced by the panels. Cantilever reinforcement details for P/S panel slab are shown in this section.

:Maximum panel width (clear span + 6") = 9'-6" for HS20 Modified.
:Maximum panel width (clear span + 6") = 9'-11" for HS20.

When a safety barrier curb or median barrier curb is permanently required on the structure, other than at the edge of slab, precast prestressed panels will not be allowed in the bay underneath the curb. P/S panels are not allowed for use as simply supported for live loads, i.e. staging, where only two supports may be provided for live loads.

'''S.I.P.'''

Stay-in-place corrugated metal forms with cast-in-place concrete may be used on horizontally curved steel structures with the approval of the Structural Project Manager.

The standard slab reinforcements shown in this section for HS20 live load were designed using S.I.P. Dead Loads. If design is for HS20 Modified, the standard slab reinforcement needs to be checked for S.I.P. forms.

The bottom transverse reinforcement shall maintain a 1" clear distance from the top of forms.

'''C.I.P.'''

8 1/2" cast-in-place concrete slab with conventional forming may be used at the contractor's option, on all girder structures. Conventional forming shall also be used between girders with stage construction joints.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels Prestressed Structure:'''
|colspan="1"|[[Image:751.40 general superstructure-panels - square ends - prestressed structures.gif]]
|[[Image:751.40 general superstructure-panels - skewed ends - prestressed structures.gif]]
|-
!colspan="1"|Panels-Squared Ends
!Panels-Skewed Ends
|-
!colspan="3"|PLAN OF PRECAST PRESTRESSED PANELS PLACEMENT
|}

{|border="0" cellpadding="5" cellspacing="0" align="center" style="text-align:center"

|valign="top"|(1)
|align="left"|End panels shall be dimensioned 1" min. to 1-1/2" max. from the inside face of diaphragm.
|rowspan="3" colspan="2"|[[Image:751.40 general superstructure-panels - section thru const joint.gif]]
|-
|valign="top"|(2)
|align="left"|S-Bars shown are bottom steel in slab between panels and used with squared end panels only.
|-
|valign="top"|(3)
|align="left"|Extend S-Bars 18 inches beyond the front face of end bents only.
|-
|colspan="2" rowspan="2"|[[Image:751.40 general superstructure-panels - section a-a.gif]]
!colspan="2"|Section Thru Const. Joint
|-
|valign="top"|(*)
|align="left" valign="top"|Adjust the permissible construction joint to a clearance of 6 inches minimum from the joints of the panels.

Note: All reinforcement other than prestressing strands shall be epoxy coated.
|-
!colspan="2"|Section A-A
|colspan="2" rowspan="5"|[[Image:751.40 general superstructure-panels - section thru cantilever.gif]]
|-
|valign="top"|(**)
|align="left" valign="top"|3/4" Min. thru 2" max. thickness and 1 1/2" width of preformed fiber expansion joint material or Sec 1057 or polystyrene bedding material Sec 1073.
|-
|colspan="2"|  
|-
|colspan="2"|  
|-
|colspan="2"|  
|-
|colspan="2"|  
!colspan="2"|Section Thru Cantilever
|}

{|border="0" cellpadding="5" cellspacing="0" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels Steel Structure:'''
|colspan="2"|[[Image:751.40 general superstructure-panels - square ends - end bent - steel structure.gif|250px]]
|[[Image:751.40 general superstructure-panels - square ends - int end bent - steel structure.gif|250px]]
|[[Image:751.40 general superstructure-panels - square ends - int bent - steel structure.gif|250px]]
|-
!colspan="2"|End Bent
!End Bent (Integral)
!Int. Bent (Exp. Gap)
|-
!colspan="4"|Panels-Squared Ends
|-
|colspan="2"|[[Image:751.40 general superstructure-panels - skewed ends - int bent exp gap - steel structure.gif]]
|[[Image:751.40 general superstructure-panels - skewed ends - end bent - steel structure.gif]]
|[[Image:751.40 general superstructure-panels - skewed ends - int end bent - steel structure.gif]]
|-
!colspan="2"|Int. Bent (Exp. Gap)
!End Bent
!End Bent (Integral)
|-
!colspan="4"|Panels-Skewed Ends
|-
!colspan="4"|PLAN OF PRECAST PRESTRESSED PANELS PLACEMENT
|-
|valign="top"|(1)
|align="left"|End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.
|colspan="2" rowspan="2"|[[Image:751.40 general superstructure-panels - section a-a steel structure.gif]]
|-
|valign="top"|(2)
|align="left"|S-Bars shown are bottom steel in slab between panels and used with squared end panels only.
|-
|valign="top"|(3)
|align="left"|Extend S-bars 18 inches beyond the front face of end bents only.
|colspan="2"|'''Section A-A''' (*) Over splice plates, 3/4" Min. thickness allowed.
|-
|valign="top"|(5)
|align="left" valign="top"|S-Bars shown are used with skewed end panels, or square end panels of square structures only. The #5-S Bars will extend the width of slab (30" lap if necessary) or to within 3" of expansion device assemblies.
|colspan="2" rowspan="3"|[[Image:751.40 general superstructure-panels - section b-b steel structure.gif]]
|-
|valign="top"|Note:
|align="left"|All reinforcement other than prestressing strands shall be epoxy coated.
|-
|  
|  
|-
|  
|  
|colspan="2"|'''Part Section B-B'''
|-
|colspan="4"|[[Image:751.40 general superstructure-panels - section thru cantilever steel structure.gif]]
|-
|colspan="4"|'''Section Thru Cantilever'''
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels for all Structures:'''
|colspan="2"|[[Image:751.40 general superstructure-panels - plan of precast prestressed panel.gif]]
|colspan="2"|[[Image:751.40 general superstructure-panels - plan of precast prestressed panel (skewed end-option).gif]]
|-
!colspan="2" valign="top"|Plan of Precast Prestressed Panel
!colspan="2" valign="top"|Plan of Precast Prestressed Panel (Skewed End-Optional)
|-
|(*)
|align="left"|= 3" (Typ.) for steel girder structures
!colspan="2" rowspan="3"|[[Image:751.40 general superstructure-panels - detail a (precast panels).gif]]
|-
|(*)
|align="left"|= 3" (Typ.) for P/S girder structures
|-
|(**)
|align="left"|Use #3-P3 bars if panel is skewed <math>\,45^\circ</math> or greater.
|-
|colspan="2" rowspan="2"|[[Image:751.40 general superstructure-panels - section b-b (precast panels).gif]]
!colspan="2"|Detail "A"
|-
|valign="top"|Note:
|align="left" valign="top"|Area of Strand = Astra = 0.085 sq. in./strand Initial prestressing stress = fsi = (0.75)(270 ksi) = 202.5 ksi Initial prestressing force = Astra x fsi = (0.085 sq. in./strand)(202.5 ksi) = 17.2 kips/strand
|-
!colspan="2"|Section B-B
|}

===== 751.40.8.5.1.2 Details of Concrete Slabs for Structures =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 general superstructure-HS20 (26ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 (26'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (26ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (26'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (28ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 (28'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (28ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (28'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (30ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 (30'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (30ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (30'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (32ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 (32'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (32ft0in ROADWAY - 4 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (32'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (36ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 (36'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (36ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (36'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (38ft0in ROADWAY - 5 GIRDER)(unsymmetrical).gif]]
|-
!colspan="2"|HS20 (38'-0" ROADWAY - 5 GIRDER)(Unsymmetrical)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (38ft0in ROADWAY - 5 GIRDER)(unsymmetrical).gif]]
|-
!colspan="2"|HS20 Modified (38'-0" ROADWAY - 5 GIRDER)(Unsymmetrical)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (40ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 (40'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (40ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (40'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 (44ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 (36'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-HS20 modified (44ft0in ROADWAY - 5 GIRDER).gif]]
|-
!colspan="2"|HS20 Modified (36'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|}

==== 751.40.8.5.2 Timber Floor ====

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
!colspan="3"|Maximum stringer spacing as determined by strength of timber floor
|-
!colspan="3"|Stress = 1,200 lbs. per square inch
|-
!width="200pt"|  ||width="200pt"|H-10||width="200pt"|H-15
|-
|(*) 3" x 12" Plank||18" + 1/2 Flange Width||16" + 1/2 Flange Width
|-
|4" Laminated Floor||2'-11" + 1/2 Flange Width||2'-3" + 1/2 Flange Width
|-
|6" Laminated Floor||6'-0" + 1/2 Flange Width||4'-4" + 1/2 Flange Width
|-
!colspan="3"|Stress = 1,600 lbs. per square inch
|-
!   ||H-10||H-15
|-
|3" x 12" Plank||23" + 1/2 Flange Width||21" + 1/2 Flange Width
|-
|4" Laminated Floor||3'-9" + 1/2 Flange Width||2'-11 1/2" + 1/2 Flange Width
|-
|6" Laminated Floor||7'-10 3/4" + 1/2 Flange Width||5'-9" + 1/2 Flange Width
|}
<center>(*) 3" x 12" Plank without treads.</center>

==== 751.40.8.5.3 Steel Grid Bridge Flooring ====

In general, the 5" depth (concrete filled to half depth) steel grid bridge flooring shall be specified. Bar spacing may vary as necessary to meet minimum section modulus requirements. Main member spacing shall not exceed 10" and cross bar spacing shall not exceed 4". At present, the manufacturers of the following types have provided data to show they are acceptable:

:Greulich 5" Standard
:Foster 5" Standard

The section properties <math>\, (n = 8)</math> and maximum span for HS20 loading have been computed for these types and are as follows:

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
|rowspan="3" width="75pt"|Company
|rowspan="3"|(For Design Purpose only) Weight (PSF) (Steel & Conc.)
|rowspan="3"|Main bar Spacing
|rowspan="3"|Cross bar Spacing
|colspan="3"|Moment of Inertia <math>\, (in^4/Ft.)</math>
|-
|colspan="2"|Mid Span
||Over-Support
|-
|Conc.||Steel||Steel
|-
|Greulich||width="100pt"|48.0||width="50pt"|7 1/2"||width="50pt"|3 3/4"||width="50pt"|99.41||width="50pt"|12.43||width="50pt"|9.03
|-
|Foster||48.0||8"||4"||128.1||16.01||12.25
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
|rowspan="3" width="75pt"|Company
|colspan="4"|Section Modulus <math>\, (in^2/ft.)</math>
|colspan="4"|Maximum Span (*)
|-
|colspan="2"|Mid-Span
|colspan="2"|Over-Support
|colspan="2"|Simple Span
|colspan="2"|Continuous Spans
|-
|width="50pt"|Conc. (Top)
|width="50pt"|Steel (Bott.)
|width="50pt"|Steel (Top)
|width="50pt"|Steel (Bott.)
|width="50pt"|ASTM A709 Gr. 36
|width="50pt"|ASTM A709 Gr. 50W
|width="50pt"|ASTM A709 Gr. 36
|width="50pt"|ASTM A709 Gr. 50W
|-
|Greulich||59.5||3.53||3.90||3.14||4'-4"||5'-10"||5'-10"||7'-1"
|-
|Foster||72.5||4.68||5.25||4.30||5'-9"||7'-5"||7'-2"||9'-4"
|}

The cross-section DETAILS used in computing the section properties are shown on the sketches on the following sheets. Maximum span determination included an allowance for a 35#/sq.ft. future
wearing surface and assumed a wheel load to be distributed, normal to the main bars, over a width of 4'-0".

(Place the following note on the Bridge Plans with the Steel Grid Details.

Note: The steel grid deck shall be electrically grounded.

(*) For main beams of grid either parallel or perpendicular to traffic.

<center>[[Image:751.40 general superstructure-greulich 5in standard.gif]]</center>

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
| ||Composite Section||Seel Section Only (net)
|-
|y||1.671"||2.317"
|}

<center>'''Greulich 5" Standard'''</center>

{|border="0" style="text-align:center;" cellpadding="2" align="center"
|-
|Note:||Dimensions obtained form Greulich plans.
|}

<center>[[Image:751.40 general superstructure-foster 5in standard.gif]]</center>

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
| ||Composite Section||Seel Section Only (net)
|-
|y||1.766"||2.338"
|}

<center>'''Foster 5" Standard'''</center>

{|border="0" style="text-align:center;" cellpadding="2" align="center"
|-
|Note:||Dimensions obtained form Foster Catalog.
|}

==== 751.40.8.5.4 Longitudinal Diagrams ====

===== 751.40.8.5.4.1 Hinged Beam Connections =====

The diagrams of various joints in steel structures are intended to be guides primarily for the determination of horizontal longitudinal dimensions for the plan view on the first sheet of plans.

These diagrams are not to be detailed on the design plans. However, the arrangement of the joints should be useful in detailing the longitudinal diagram for structural steel, particularly for bridges on grades and vertical curves.

Longitudinal dimensions for the plan of structural steel and for the plan of slab shall be horizontal from centerline bearing to centerline bearing.

For proper correlation of details when developing plans for widening or redecking bridges, match the method of dimensioning on the new plans with the method used on the originals.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Hinged Beam Connections'''
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Sag Vertical Curves1.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Sag Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Flat Grade.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Flat Grade
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Straight, Plus Grades.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Straight, Plus Grades
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Crown Vertical Curves.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Crown Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Sag Vertical Curves2.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Sag Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Symmetrical Vertical Curves.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Symmetrical Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hinged Beam Connections for Bridges on Crown Vertical Curves1.gif]]
|-
!Geometrics for Hinged Beam Connections for Bridges on Crown Vertical Curves
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Hanger Beam Connections'''
|[[Image:751.40 general superstructure-Geometrics for Hanger Beam Connections for Bridges on Crown Vertical Curves.gif]]
|-
!Geometrics for Hanger Beam Connections for Bridges on Crown Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Hanger Beam Connections for Bridges on Sag Vertical Curves.gif]]
|-
!Geometrics for Hanger Beam Connections for Bridges on Sag Vertical Curves
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Pin Plate Connections'''
|[[Image:751.40 general superstructure-Geometrics for Pin Plate Connections for Bridges on Crown Vertical Curves.gif]]
|-
!Geometrics for Pin Plate Connections for Bridges on Crown Vertical Curves
|-
| 
|-
|[[Image:751.40 general superstructure-Geometrics for Pin Plate Connections for Bridges on Sag Vertical Curves.gif]]
|-
!Geometrics for Pin Plate Connections for Bridges on Sag Vertical Curves
|}

===== 751.40.8.5.4.2 Longitudinal Sections =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Expansion Device at End Bent'''
|Colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-expansion device at end bent(not on grade).gif]]
|-
!Bearing Stiffener||Connection Plate
|-
!colspan="2"|Structures Not on Grade (Typical)
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-expansion device at end bent(on grade).gif]]
|-
!Colspan="2"|Structures on Grade (Typical)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center"
|-
|align="right" valign="top"|(*)||width="400pt"|Parallel to Girder. All other dimensions shown are normal to backwall.
|-
|align="right" valign="top"|(**)||width="400pt"|See [[751.13 Expansion Devices]] for dimension of overhang from end of stringer or girder to face of plate, edge of concrete or face of vertical leg of angle.
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''No Expansion Device at End Bent'''
|Colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-no expansion device at end bent(not on grade) 1.gif]]
|-
!Bearing Stiffener||Connection Plate
|-
!colspan="2"|Structures Not on Grade (Typical)
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-no expansion device at end bent(on grade) 1.gif]]
|-
!Colspan="2"|Structures on Grade (Typical)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center"
|-
|align="right" valign="top"|(*)||width="400pt"|Parallel to Girder. All other dimensions shown are normal to backwall.
|-
|align="right" valign="top"|(**)||width="400pt"|18" min. (Use same dimension as the expansion device end on 3-span continuous, if it is not more than 2" greater.)
|-
|align="right" valign="top"|(***)||width="400pt"|3" min. for type C, D and E bearing, and 2" min. for an elastomeric bearing.
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Intermediate Bent'''
|width="300pt"|[[Image:751.40 general superstructure-longitudinal sections-intermediate bent-no expansion device.gif]]
|width="300pt"|[[Image:751.40 general superstructure-longitudinal sections-intermediate bent-expansion device.gif]]
|-
!No Expansion Device||Expansion Device
|}

{|border="0" cellpadding="5" cellspacing="1" align="center"
|-
|align="right" valign="top"|[[Image:751.40 circled 1.gif]]||width="400pt"|1/2" minimum overhang from end of stringer to face of plate, edge of concrete or face of vertical leg of angle.
|-
|align="right" valign="top"|[[Image:751.40 circled 2.gif]]||width="400pt"|Gap as required for a particular type of expansion device.
|-
|align="right" valign="top"|[[Image:751.40 circled 3.gif]]||width="400pt"|Expansion device gap plus 1 1/2" minimum (taken parallel to centerline stringer).
|-
|align="right" valign="top"|(*)||width="400pt"|Parallel to Girder. All other dimensions shown are normal to centerline Bent.
|-
|colspan="2" align=left" valign-"top"|Blockout shown is for Elastomeric Expansion Joint Seal. Check Design Layout for type of device for a particular structure.
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Expansion Device at Any Bent'''
|[[Image:751.40 general superstructure-longitudinal sections-expansion device at any bent-end(no grade).gif]]
|[[Image:751.40 general superstructure-longitudinal sections-expansion device at any bent-int(no grade).gif]]
|-
!colspan="2"|Structures Not on Grade (Typical)
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-expansion device at any bent-end(on grade).gif]]
|-
!colspan="2"|Structures On Grade (Typical)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Point on Rotation of Bearings'''
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-type c bearing.gif]]
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-type c bearing grade 4% and greater.gif]]
|-
!valign="top" width="300pt"|Type "C" Bearing||width="300pt"|Type "C" Bearing (Grade 4% and Greater)
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-type d bearing.gif]]
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-type e bearing.gif]]
|-
!width="300pt"|Type "D" Bearing||width="300pt"|Type "E" Bearing
|-
|colspan="2"|  
|-
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-flat plate bearing.gif]]
|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-prestressed structure bearing pad.gif]]
|-
!width="300pt"|Flat Plate Bearing (For Grade 2% and Greater)||width="300pt"|Prestressed Structure Bearing Pad
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.40 general superstructure-longitudinal sections-point of rotation of bearings-steel structure bearing pad.gif]]
|-
!colspan="2"|Steel Structure Bearing Pad
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Blocking Diagram'''
|[[Image:751.40 general superstructure-longitudinal sections-blocking diagram.gif]]
|-
!Elevation of Longitudinal Steel Diagram
|}

{|border="0" cellpadding="5" cellspacing="1" align="center"
|-
|align="right" valign="top"|Note:||width="400pt"|The typical elevation shown above should be detailed on the plans for all steel structures that are on vertical curve grades.
|-
|align="right" valign="top"|(1)||width="400pt"|Longitudinal dimensions are horizontal from centerline Brg. to centerline Brg.
|-
|align="right" valign="top"|(*)||width="400pt"|Horizontal dimensions.
|-
!colspan="2"|BLOCKING DIAGRAM SHOULD NOT BE USED FOR CAMBERED GIRDERS.
|}

==== 751.40.8.5.5 Miscellaneous Bearing Connections ====

===== 751.40.8.5.5.1 Typical Details of “Hinged Connection" =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="3"|[[Image:751.40 general superstructure-misc details-section showing hinged beam conn1.gif]]
|-
!colspan="3"|Section Showing Hinged Beam Connection
|-
|colspan="3"|  
|-
|rowspan="2"|[[Image:751.40 general superstructure-misc details-detail of web at radius transition.gif]]
|valign="bottom"|[[Image:751.40 general superstructure-misc details-plan of brg plate.gif]]
|rowspan="2"|[[Image:751.40 general superstructure-misc details-typ welding details for stiffeners.gif]]
|-
!valign="top"|Plan of Brg. Plate
|-
!Detail of Web at Radius Transition||  ||Typical Welding Details for Stiff. Plates
|-
|colspan="3"|  
|-
|[[Image:751.40 general superstructure-misc details-section c-c.gif]]
| colspan="2" rowspan="2" |
{|border="0" cellpadding="3" cellspacing="1" align="center"
|-
|valign="top" align="right"|"D"||align="left" width="375pt" |Gap as required for expansion (3" Min.)
|-
|valign="top" align="right"|"J"||align="left" width="375pt" |5" for bearing with 3" web thickness. Use 6" for all others.
|-
|valign="top" align="right"|[[Image:751.40 circled 1.gif]]||align="left" width="375pt" |Dimension to be 1/3 brg. length (Typ.)
|-
|valign="top" align="right"|(*)||align="left" width="375pt" |To be used unless greater depth is required by design.
|-
|valign="top" align="right"|(**)||align="left" width="375pt" |See [[751.13 Expansion Devices]]
|-
|valign="top" align="right"|Note:||align="left" width="375pt" |Web thickness and size of fillet weld connecting bearing stiffener plate to web as required by design.
|-
|valign="top" align="right"|  ||align="left" width="375pt" |Plans for bridges on a grade or vertical curve shall have the conn. detailed in relation to the slope of the girders and stringers.
|}
|-
!Section C-C
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="4"|[[Image:751.40 general superstructure-misc details-section showing hinged beam conn2.gif]]
|-
!colspan="4"|Section Showing Hinged Beam Connection
|-
|colspan="4"|  
|-
|colspan="4"|[[Image:751.40 general superstructure-misc details-sections d-d & e-e.gif]]
|-
!width="15%"|  ||Section D-D||Section E-E||width="18%"|  
|-
|colspan="4"|  
|-
|colspan="4"|[[Image:751.40 general superstructure-misc details-typical welding details for stiffeners.gif]]
|-
!colspan="4"|Typical Welding Details for Stiff. Plates
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left"|See below for dimension "G".
|-
|valign="top" align="right"|(**)||align="left"|See [[751.13 Expansion Devices]]
|-
|valign="top" align="right"|"F"||align="left"|= Gap as required for expansion (3" Min.).
|-
|valign="top" align="right"|"H"||align="left"|= 10 3/4" Min. (12" preferred.)
|-
|valign="top" align="right"|"J"||align="left"|= 5" for bearing with 3" web thickness. Use 6" for all others.
|-
|colspan="2"|All dimensions shown are minimum, increase, as necessary.
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|+'''Allowable Dead Load Reactions for Various Depths of "G"'''
!width="75pt"|Web Thickness
!width="75pt"|Depth "G"
!width="150pt"|(*) Allowable Dead Load Reactions, Kips (At 150% Overstress)
|rowspan="9"|  
!width="75pt"|Web Thickness
!width="75pt"|Depth "G"
!width="150pt"|(*) Allowable Dead Load Reactions, Kips (At 150% Overstress)
|-
|5/16"||8"||45.0||7/16"||8"||63.0
|-
|5/16"||9"||50.6||7/16"||9"||70.8
|-
|5/16"||10"||56.2||7/16"||10"||78.7
|-
|5/16"||11"||61.8||7/16"||11"||86.6
|-
|5/16"||12"||67.5||7/16"||12"||94.5
|-
|5/16"||13"||73.1||7/16"||13"||102.3
|-
|5/16"||14"||78.8||7/16"||14"||110.2
|-
|5/16"||15"||84.3||7/16"||15"||118.1
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
|width="75pt"|3/8"
|width="75pt"|8"
|width="150pt"|54.0
|rowspan="8"|  
|width="75pt"|1/2"
|width="75pt"|8"
|width="150pt"|72.0
|-
|3/8"||9"||60.7||1/2"||9"||81.0
|-
|3/8"||10"||67.5||1/2"||10"||90.0
|-
|3/8"||11"||74.2||1/2"||11"||99.0
|-
|3/8"||12"||81.0||1/2"||12"||108.0
|-
|3/8"||13"||87.7||1/2"||13"||117.0
|-
|3/8"||14"||94.5||1/2"||14"||126.0
|-
|3/8"||15"||101.2||1/2"||15"||135.0
|}
<center>(*) No (Live load + impact) excluded.</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Typical Details of "Hinged" Connection"'''
|[[Image:751.40 general superstructure-misc details-section showing hinged beam conn3.gif]]
|-
!Section Showing Hinged Beam Connection
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.40 general superstructure-misc details-section thru plate girders.gif]]
|-
!valign="top"|Plate Girder 42" Thru 46" Also 48" and Over
!valign="top"|Plate Girder 36" Thru 40"
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 general superstructure-misc details-detail a.gif]]
|[[Image:751.40 general superstructure-misc details-detail b.gif]]
|-
!Detail "A"||Detail "B"
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left" width="400pt"|Modify standard end diaphragm connections as shown above, if clearance problems exist between bearing plate and end diaphragm connection bolts.
|}

=== 751.40.8.6 Composite Design ===
====751.40.8.6.1 General ====

'''GENERAL'''

This section pertains to structures composed of steel girders with concrete
slab connected by shear connectors.
The stresses of composite girders and slab shall be computed based on
the composite cross-section properties and shall be consistent with the
properties of the various materials used.
The regions subjected to positive moment are considered as composite and
the regions subjected to negative moment are considered as non-composite.
For the initial girder design, composite/non-composite regions can be approximately assumed as:
<center>

[[Image:751.40 Widen and Repair Design Assumptions- Initial Girder Design.gif|650px]]
</center>

'''SECTION PROPERTIES'''

Cross-section properties of the composite section shall include concrete
slab and steel section.

Cross-section properties of the non-composite section shall include steel
section only.

Use composite property for positive moment section.

Use non-composite property for negative moment section. The effect of reinforcing steel in the section is not considered.

The ratio of modulus of elasticity of steel to that of concrete, n, shall be assumed to be eight. The effect of creep shall be considered in the design of composite girders which have dead loads acting on the composite section. In such structures, n=24 shall be used.

'''DESIGN UNIT STRESSES''' (also see note A1.1 in Section 4)

'''Reinforcement Concrete'''

{|style="text-align:left"
|-
|width="250"|Reinforcing Steel (Grade 60)||width="150"|<math>\, f_s</math> = 24,000 psi||width="150"|<math>\, f_y</math> = 60,000 psi
|-
|Class B-2 Concrete (Substructure)|| <math>\, f_c</math> = 1,600 psi|| <math>\, f'_c</math> = 4,000 psi
|-
|}
'''Structural Steel'''

{|
|-
|width="300"|Structural Carbon Steel (ASTM A709 Grade 36)||width="150"|<math>\, f_s</math> = 20,000 psi||width="150"|<math>\, f_y</math> = 36,000 psi
|-
|Structural Steel (ASTM A709 Grade 50)||<math>\, f_s</math> = 27,000 psi||<math>\, f_y</math> = 50,000 psi
|-
|Structural Steel (ASTM A709 Grade 50W)||<math>\, f_s</math> = 27,000 psi||<math>\, f_y</math> = 50,000 psi
|-
|}

==== 751.40.8.6.2 Design ====
===== 751.40.8.6.2.1 Shear Connector Design =====

The shear connectors shall be designed for fatigue and checked for ultimate strength (AASHTO Article 10.38.5.1).

Step 1:

Compute Vr, the range of shear in kips, from the structural analysis, due to live loads and impact, for entire span.

At any section, the range of shear shall be taken as the difference in the minimum and maximum shear envelopes (excluding dead loads).

Step 2:

Use the average Vr per span, for the section of the span that is assumed to act compositely (from end of span to point of contraflexure for end spans, or from point of contraflexure to point of contraflexure for int. spans).

Step 3:

Using the average Vr from step 2, compute the range of horizontal shear load per linear inch, Sr in kips per inch, at the junction of the slab and stringer from the following equation:

<math>\, \ Sr = \frac{VrQ}{I}</math>

(AASHTO Article 10.38.5.1.1 Eq. 10-58)

where:

<math>\, Q </math> = static moment of the transformed compressive concrete area about the neutral axis of the composite section, in cubic inches (*);

<math>\, I </math> = moment of inertia of the transformed composite girder in positive moment regions in inches to the fourth power (*).

(*) In the formula, the compressive concrete area is transformed into an equivalent area of steel by dividing the effective concrete flange width by the modula ration n=8.

Step 4:

Compute the allowable range of horizontal shear, Zr, in pounds on an individual connector, welded stud, by use of the following formula:

<math>\, Zr = \alpha \ d^2 </math>

where:

<math>\, \frac{H}{d} \ge 4</math>

<math>\, H </math> =height of stud in inches;

<math>\, d </math> =diameter of stud in inches;

<math>\, \alpha </math> =13,000 for 100,000 cycles

:10,600 for 500,000 cycles

:7,850 for 2,000,000 cycles

:5,500 for over 2,000,000 cycles.

Step 5:

Compute the number of additional connectors required at point of contraflexure, N , from the following formula:

Pitch = <math>\, \frac{\sum Z_r}{S_r}</math>

Where:
Pitch = required pitch, in inches;

<math>\, \sum Z_r</math> = the resistance of all connectors at one (1) transverse girder cross-section as a shear connector unit.

Note:

The pitch is to be constant and spaced in the composite section (round to the nearest inch).

Step 6:

Compute the required pitch of the shear connector units, pitch by the following formula:

<math>\, N_c = \frac{{A_r}^2 f_r}{Z_r}</math>

(AASHTO Article 10.38.5.1.1 Eq. 10-69)

where:

<math>\, N_c</math> = number of additional connectors required at the point of contraflexure;

<math>\, {A_r}^s </math> = total area of longitudinal slab reinforcing steel for each girder over interior support;

<math>\, f_r</math> = range of stress due to live load plus impact, in the slab reinforcement over the support (in lieu of more accurate computations, f may be taken as equal to 10,000 psi);

<math>\, Z_r</math> = the allowable range of horizontal shear on an individual connector.

This number of additional connectors, N , shall be placed adjacent to the point of dead load contraflexure within a distance equal to 1/3 of the effective slab width, if it is possible. If it is impossible, use minimum pitch of 6".

Step 7: Check connectors for ultimate strength

The number of connectors provided for fatigue must be checked to ensure that adequate connectors are provided for ultimate strength.

To check for ultimate strength, proceed as follows:

(1) Compute the force in the slab (P), which is defined as: at the point of maximum positive moment, the force in the slab is taken as the smaller value of the following two formulae:

<math>\, P_1 = A_s F_y</math> (AASHTO Article 10.38.5.1.2 Eq. 10-63)

or

<math>\, P_2 = 0.85 f'_{cbt_s} P</math> = (AASHTO Article 10.38.5.1.2 Eq. 10-62)

Where:

<math>\, A_s</math> = total area of the steel section including cover plates (if used);

<math>\, F_y</math> = specified minimum yield point of the steel being used;

<math>\, f'_c</math> = compressive strength of concrete at age of 28 days;

<math>\, b</math> = effective flange width given in AASHTO Article 10.38.3;

<math>\, t_s</math> = thickness of concrete slab.

Note:

If it becomes impractical to place the number of shear connectors required by ultimate strength in the specified distance (structures with span ratios greater than 1.5); base the number and spacing of shear connectors on the fatigue analysis only.

Increase the haunch by 1/2"± more than what is required to make one size shear connector work for C.I.P. or S.I.P. option.

===== 751.40.8.6.2.2 Shear Connector Spacing =====

If it becomes impractical to place the number of shear connectors required by ultimate strength in the specified distance (structures with span ratios greater than 1.5); base the number and spacing of shear connectors on the fatigue analysis only.

For a typical 3-spans bridge, the shear connector units can be approximately
arranged as below:

[[Image:751.40 Widen and Repair Design Assumptions- Shear Connectors Spacing 2 2 1.gif]]

==== 751.40.8.6.3 Details ====
=====751.40.8.6.3.1 Shear Connector Details =====

Use precast prestressed panels on all tangent steel structures. Evaluate the viability of the use of P/S panels on curved structures on a case by case basis and use or include as an option to a CIP slab where deemed appropriate.

Whenever panels are used, the minimum top flange width shall be 12" for Plate Girders and 10" for Wide Flange Beams.

Steel girders shall be cambered when using P/S Panels. Minimum joint filler thickness is 3/4", except over splice plates, in which case use 1/4" minimum. Maximum joint filler thickness is 2".

Shear connectors shall have a minimum height equal to the top of panel.

Shear connectors shall be spaced by units and shear connectors in each unit shall be placed along <math>\, C_{\!\!\!\!L}</math> of girder. On wide flange widths, two lines of connectors may be used if spacings and clearances allow.

Additional shear connectors, Nc, at point of contraflexure may be placed in units normal to <math>\, C_{\!\!\!\!L}</math> girder as space allows or in a single row along <math>\, C_{\!\!\!\!L}</math> girder as shown below:

<center>
[[Image:751.40 Widen and Repair Design Assumptions- PCP on Steel Shear Connector.gif]]
</center>

P/S strands shall extend 3" minimum and 6" maximum past edge of precast prestressed panel and not closer than 1" to the adjacent panels.

Panel end at splices shall be notched to avoid bolt heads as shown below:
<center>
[[Image:751.40 Widen and Repair Design Assumptions- PCP on Steel Shear Connector- B.gif]]
</center>

[[Image:751.40 circled 1.gif]] 3/4" min. wide bearing edge for panel at splice, typ. (*)

[[Image:751.40 circled 2.gif]] 1-1/4" min. (Typ.)

[[Image:751.40 circled 3.gif]] 4 x (Stud diameter) preferred minimum, may be reduced if necessary for a more economical design; 2-1/4" absolute minimum.

(*) In order to meet [[Image:751.40 circled 1.gif]] and [[Image:751.40 circled 2.gif]] above, it is necessary to have an edge bolt distance of 2" or greater for splice plate. For unusual cases, which would require field splices for flange widths 14" or 15" for P/S precast panel option, it will be necessary to change the top flange width to either 13" or 16" of equal area to maintain the 3/4" minimum panel bearing edge on the splice plates.

Minimum joint filler thickness is 3/4" except over splice plates in which case use 1/4" minimum. When joint filler is less than 1/2" thick over splice plate, make the width of joint filler at splice the same width as panel on splice (maximum 1-1/2" wide).

Maximum difference in top of flange thickness should be checked so that joint filler thickness does not exceed 2".

===== 751.40.8.6.3.2 Deflection =====

Allowable Live Load Deflection

{|
|-
|1.||Composite Design:||Defl.||= 1/1000 of span;
|-
|2.||Non-composite Design:||Defl.||= 1/800 of span
|-
|}

:Where:

:Defl. = allowable deflection due to service live load plus impact.

Dead Load Deflection
Compute at 1/4 point for bridge with spans less than 75’, at 1/10 points for spans 75’ and over.

=== 751.40.8.7 Wide Flange Beam Spans ===

==== 751.40.8.7.1 Design ====

===== 751.40.8.7.1.1 Design Data =====

'''Slabs'''

{|
|width="150pt"|Reinforcing Steel||<math>\, f_y</math>||= 60,000 psi
|-
|width="150pt"|Concrete||<math>\, f_c</math>||= 1,600 psi||  ||<math>\, f'_c</math>||= 4,000 psi
|-
|  ||<math>\, n</math>||= 8
|}

'''Simple Design Span'''

Design Span = Center to Center of Bearings.

'''Dead Load'''

'''Live Load Distribution Factors'''

See [[751.40 Widening and Repair #751.40.8.2.2 Distribution of Live Load]]

'''Live Load Deflection Allowable'''

{|
|width="150pt"|Composite||<math>\, \frac {L}{1000}</math>
|-
|width="150pt"|Non-Composite||<math>\, \frac {L}{800}</math>
|}

'''Live Load Reaction'''

Live Load <math>\, (LL) /</math> Wheel Line <math>\, (WL)</math> is the Live Load Reaction per Wheel Line, no distribution, no impact; Maximim Live Load <math>\, (LL) +</math> Impact <math>\, (I)</math> is the Live Load Reaction x Distribution Factor = Impact.

<center>[[Image:751.40 wf bm spans-truck loading.gif|500px]]</center>

<center>'''Truck Loading'''</center>

<center>(Governs thru 33' simple spans for H20 and all simple spans for HS20)</center>

<center>[[Image:751.40 wf bm spans-lane loading1.gif|500px]]</center>

<center>'''Lane Loading'''</center>

<center>(Governs for simple soabs 35' and over for H20)</center>

'''Typical Continuous Steel Structures - Integral End Bents:'''

<center>[[Image:751.40 wf bm spans-structure length.gif|600px]]</center>

<center>(*) Maximum length for End Bent to end Bent - 500 feet.</center>

===== 751.40.8.7.1.2 Stringer Design =====

'''Stresses:'''

{|
|-
|width="50pt"|Steel:||colspan="2"|AASHTO - Article 10.2, 10.32
|-
|  ||width="100pt"|ASTM A709 Grade 36||width="125pt"|<math>\, f_y</math> = 36,000 psi ||width="125pt"|( <math>\, f_s</math> = 20,000 psi)
|-
|  ||width="100pt"|ASTM A709 Grade 50 & Grade 50W||width="125pt"|<math>\, f_y</math> = 50,000 psi ||width="125pt"|( <math>\, f_s</math> = 27,000 psi)
|}

{|
|-
|width="175pt"|Superstructure Concrete:||<math>\, f_c</math>||= 1,600 psi
|-
|width="175pt"|  ||<math>\, f'_c</math>||= 4,000 psi
|-
|width="175pt"|  ||<math>\, n</math>||= 8
|}

{|
|-
|width="125pt"|Reinforcing Steel:||<math>\, f_y</math>||= 60,000 psi
|}

'''Physical Properties of Spans'''

:Composite Design - See [[751.40 Widening and Repair #751.40.8.6 Composite Design|Widening and Repair - Composite Design]].

:Non-Composite Design - Use "Constant I" analysis.

When the neutral axis of a composite section falls in the concrete fange, the section shall be designed as Non-Composite (21" Wide Flange is the smallest beam generaly made conposite).

'''Deflection'''

:{|
|width="150pt"|Live Load Deflection:||width="300pt"|AASHTO - Article 10.6
|-
|  ||width="300pt"|Composite - Allowable Deflection L/1000
|-
|  ||width="300pt"|Non-Composite - Allowable Deflection l/800
|-
|valign="top"|Dead Load Deflection:||width="300pt"|Compute at 1/4 points for bridges with spans less than 75', at 1/10 points for spans 75' and over. Give percentage of deflection due to weight of structural steel.
|}

'''Fatigue Stress'''

AASHTO - Article 10.3 Case I, Case II or Case III (as specified on design layout generally within the following limitations).

:{|
|align="right" valign="top"|Case I:||width="500pt"|Bridges with the '''TRUCK''' traffic count of 2500 or more vehicles per day (one direction).
|-
|align="right" valign="top"|Case II:||width="500pt"|Bridges with traffic count of 750 or more vehicles per day, and less than 2500 '''TRUCK''' traffic count (one direction) per day.
|-
|align="right" valign="top"|Case III:||width="500pt"|Bridges with traffic count of less than 750 vehicles per day, except when Live Loading is H20 or greater.
|-
|align="right" valing="top"|No Fatigue:||width="500pt"|Bridges with traffic of less than 75 vehicles per day.
|}

'''Economic Comparison'''

When comparing cost of low-alloy steels (A-572, Gr.-50, and A-588) to the cost of A-36 steel, the low-alloy steels shall be figured a t 3 1/2 cents for A-572, Gr.-50 and 5 1/4 cents for A-588 per pound more than A-36 steel. Cost comparisions will be based on current average bid prices that may be obtained from the CHIEF DESIGNER, for comparable bridges.

No overstressed will be permitted in the design.

'''Total Capacity of Exterior Griders''' (Dead Load and Live Load)

In no case shall an exterior stringer have less carrying capacity than an interior stringer.

===== 751.40.8.7.1.3 Flange Plate Lengths =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.40 wf bm spans-flange plates-details of flange plates at int bents1.gif]]
|-
!width="50%"|Top Flange||width="50%"|Bottom Flange
|-
!colspan="2"|Details of Flange Plates at Intermediate Bents
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.40 wf bm spans-flange plates-details of flange plates at int bents2.gif]]
|-
!colspan="2"|Details of Flange Plates at Intermediate Bents (Top and Bottom Flanges)
|}

Allowable flange plate sizes are as shown with the section properties. Different plate sizes may be used on adjacent stringers.

Lengths to be shown on the bridge plans are those required as follows:
:Lengths each side of the bearing shall be the larger of:
#Theoretical End + Terminal Distance (***) or
#Point where the stress range (tension or reversal) in the beam flange is equal to or less than allowable fatigue stess range (Cat. E or E') or where the beam flange is in compression, whichever is smaller.
#*Use Cat. E when the flange is less than or equal to 0.8 inch thick.
#*Use Cat. E' when the flange is greater than 0.8 inch thick.

(***) Where the theoretical end = the point where the flange stress without cover plate less than or equal to base allowable stress. Terminal distance = 1 1/2 times nominal cover plate width.

The total length of the cover plate greater than or equal to (2D + 3'-0"). Where "D" = Depth of beam in feet.

When required lengths of plates vary by 12" or less on adjacent stringers or on each side of the centerline stiffener plate, use greater length for all such positions.

Plate lengths taken form the computer programs should be rouned up to at least the nearest 6".

===751.40.8.8 Welded Plate Girders===

====751.40.8.8.1 Design====

=====751.40.8.8.1.1 Design Assumptions & Procedures=====

'''Design Unit Stresses'''

{|
|Reinforcement Concrete
|-
|width="300pt"|Reinforcing Steel (Grade 60)||width="110pt"| <math>\, f_s</math> = 24,000 psi,|| <math>\, f_y</math> = 60,000 psi
|-
|Class B2 Concrete (Superstructure)||width="110pt"| <math>\, f_c</math> = 1,600 psi,|| <math>\, f'_c</math> = 4,000 psi
|}

{|
|Structural Steel:
|-
|width="300pt"|Structural Carbon Steel (ASTM A709 Grade 36)||width="110pt"| <math>\, f_s</math> = 20,000 psi,|| <math>\, f_y</math> = 36,000 psi
|-
|Structural Steel (ASTM A709 Grade 50)||width="110pt"| <math>\, f_s</math> = 27,000 psi,|| <math>\, f_y</math> = 50,000 psi
|-
|Structural Steel (ASTM A709 Grade 50W)||width="110pt"| <math>\, f_s</math> = 27,000 psi,|| <math>\, f_y</math> = 50,000 psi
|}

'''Design Procedure:'''

Moments and shears by "Variable '''I'''" analysis:
::use computer program.

Trial sections from "Preliminary analysis":
::Combination of web depth, flanges and length of plates used shall be the most economical section available with depths compatible with vertical clearance requirements. Web depths in 6" increments are preferred, however other increments may be used when required by the Design Layout. (See Structural Project Manager)

'''Flanges:'''

Minimum flange dimensions = 3/4" x 12" (*).

Increments:

:Thickness 1/8"

:Width 1"

Maximum flange dimensions:

:Reference AASHTO - Table 10.32.1A)

:maximum thickness = 4"

Note:
It is preferred office practice to maintain the same flange thickness at as many locations as practical. This can be accomplished by varying the flange width.

(*) For shipping and erection purposes, minimum width of both compression and tension flanges shall not be less than L/85 where L is the shipping length of the girder. This limitation is for
preventing out-of-plane distortion of the girder.

'''Webs:'''

Web dimensions:

:(Reference AASHTO - Articale 10.34 & 10. 48)

:ASTM A709 Grade 36 = 3/8" minimum thickness for curved girders and for continuous straight girders.

:ASTM A709 Grade 50W = 3/8" minimum thickness.

:AASHTO - Article 10.3 Case I, Case II or Case III.

:Case I

::Bridges with the truck traffic count of 2500 or more vehicles per day. (One direction)

:Case II

::Bridges with traffic count of 750 or more vehicles per day, and less than 2500 truck traffic count (One direction) per day.

:Case III

::Bridges with traffic count of less than 750 vehicles per day, except when live loading is H20 or greater.

:No Fatigue:

::Bridges with traffic count of less than 75 vehicles per day.

'''Total Capacity of Exterior Girders:'''

'''(Dead Load and Live Load)'''

:In no case shall an exterior girder have less carrying capacity than an interior girder.

'''Horizontal Curved Girders Design Procedures (*)'''

Curved plate girders are to be designed using load factor design criteria. The 1980 AASHTO Guide Specifications for Horizontally Curved Highway Bridges as revised by Interim Specifications for Bridges 1981, 1982, 1984, 1985 and 1986 is to be applied with the USS Highway Structure Design Handbook (\) V-Load method to be used as a working example.

The following procedure may be followed to determine the required cross-section for any system of curved girders with skews less than 46°.

1. Determine the primary moments by the same procedures as for a system of straight girders, using the developed lengths of the curved girders.

2. From primary moments, compute shear loads, <math>\, V</math>, using the formula:
<center>
{|
|-
|width= "300"|<math>\, V = \frac{\sum M}{Coeff. * K}</math>||style="text-align:left"|<math>\, V</math> = Shear loads. M = Primary moments.
|-
|<math>\, K = \frac{RD}{d}</math>||style="text-align:left"|<math>\, R</math> = Radius of curvature (outside girder). <math>\, D</math> = Radial distance between inside and outside girders. <math>\, d</math> = Distance between diaphragms measured along axis of outside girder.
|-
|}

</center>
The following coefficients may be applied to '''"'''<math>\, K</math>'''"''' for the various multiple-girder systems with equal spacing between girders.

<center>
{|border="1" cellspacing="1" cellpadding="1"
|-
|width="100"|SYSTEM||width="100"|COEFFICIENT FRACTION||width="100"|COEFFICIENT DECIMAL
|-
|2 girders ||1|| 1.00
|-
|3 girders ||1||1.00
|-
|4 girders ||10/9||1.11
|-
|5 girders ||5/4||1.25
|-
|6 girders ||7/5||1.40
|-
|7 girders || 14/9||1.56
|-
|8 girders ||12/7|| 1.72
|-
|9 girders ||15/8 || 1.88
|-
|10 girders ||165/81 || 2.04
|-
|}
</center>

3. Compute <math>\, V-Load</math> moments

* Reference: USS "Highway Structures Design Handbook" 1965 Edition. (Updated 1986 Volume II Section 6) developed by Richardson, Gordon and Associates in cooperation with Dr. John Scalzi is to be used as a working example.

4. Compute lateral bending moments using the approximate formula:

{|
|-
|width="150"|<math>\, M_L = \frac{Hd}{10} = \frac{Md^2}{10Rh}</math>||width="150"| ||<math>\, ML </math> = Lateral bending moment
|-
| || ||<math>\, H </math> = The <math>\, H</math> values are approximately equal to the reactions at the supports.
|-
| || ||<math>\, h </math> = Depth of girder between centers of gravity of flanges.
|-
| || ||<math>\, M </math> = Primary moment + Secondary moment.
|-
|}

<center>
[[Image:751.40 Widen and Repair Design Assumptions- Horizontally Curved Girders Design Procedure.gif]]
</center>

5. Determine cross-section required to provide for vertical and lateral forces computed under Items 1 to 4 inclusive. As with any statically indeterminate system it is necessary to make an initial assumption of the required cross-sections and to repeat the calculations one or more times to obtain reasonable agreement between the assumed and required sections.

6. The non-compact section requirement that <math>\, F_y > (f_b + f_w)</math> is to be applied to all sections with the tension flange <math>\, F_y > (f_b + f_w)</math> and the compression flange as <math>\, F_y (1-3 \lambda^2) > (f_b + f_w)</math> to insure conservative design.

In computing <math>\, \lambda</math>, use <math> \ell</math> to be actual diaphragm spacing for compression and tension stresses.

The value of <math>\, f_w</math> is to be selected as plus or minus in the equations for <math>\, P_w</math> to give the worst possible case.

'''Design and Detail Guides'''

1. Economic Arrangement of Spans and Depth-to-Spans Ratios

Where there is flexibility in span arrangement, the same guides that apply to economic arrangement of straight girders are equally applicable to curved girders. Similarly the rules used to establish depth-to-span ratios for straight girders usually will apply to curved girders.

2. Spacing of Girders

Spacing depends on the arrangements of diaphragms and bracing. In general, however, it will be found that the most economical arrangement for straight girders will accord very well with the best arrangement for a system of curved girders. The effect of curvature increases in proportion to the square of the span length and decreases in proportion to the radius of curvature and the spacing of girders.

3. Arrangement and Spacing of Diaphragms

The diaphragms shall be placed radially, with a maximum spacing of 15'-0". In order to minimize lateral bending of the girder flanges, the flanges should be as wide as practical.

Sway frame bracing is selected for curved girder system, by same methods as for straight girders.

4. Effect of Lateral Bracing

made in a similar manner as for straight bridges. If lateral Provision for lateral loading on curved girders may be bracing is used in a system of curved girders, the forces resulting
from the radial components of flange stress may be carried partially or entirely by the bracing system; when both diaphragms and lateral bracing are used, radial reaction components may be divided between the two systems.

5. Approximate Estimate of Curvature

The following formula may be used in making preliminary approximations of the effect of curvature:

{|
|-
|width="400"|<math>\, P = 10.5 \times \frac{(1+r)(L')^2}{R_2D}</math>||Note: For "r" refer to paragraph No. 7
|-
|<math>\, r = \frac{(R_2)^2}{(R_2)^2} \times \bigg( \frac {Inside \ girder \ loading)}{Outside \ girder \ loading} \bigg)</math>||(*)
|-
|}

{|
|-
|(*)||May be omiteed if supports are on radial lines.
|-
|<math>\, P </math>||% increase in positive moment due to effect of curvature.
|-
|<math>\, R_2</math>||Radius of inside girder.
|-
|<math>\, R_1</math>||Radius of outside girder.
|-
|<math>\, L'</math>||Distance between points of contraflexure in any pisitive moment area.
|-
|<math>\, D </math>||Spacing between inside and outside girders.
|-
|}

In the above form, the formula applies to a two-girder system, but it may be modified by reference to the table of coefficients for multiple-girder systems shown on page 1.1-5 of this section.

The formula applies particularly to positive moment, but for preliminary approximation it may be assumed that the curvature effect on negative moments will be about the same.

6. Design of Diaphragms and Connections

Where the degree of curvature is equal to or under 1° - 30' and when spans are equal to or under 75'-0" in length, the diaphragm and connections shall be the same as for Bridges with straight girders. Where the degree of curvature is over 1°- 30' to 3° or with a span length of more than 75'-0", the diaphragm must be attached to the tension flange. Where the degree of curvature is over 3°, a special design will be required for connection of intermediate diaphragms to flanges.

The maximum allowable diaphragm spacing is 15'-0", regardless of the amount of curvature, or span lengths.

The following applies to those bridges where the special design is to be considered:

Since diaphragm moments due to effect of curvature are a function of the radial component of flange stress, they are directly proportional to the vertical bending moment in the girders.

For exterior girders the moment in the diaphragm equals <math>\, M \times d/R</math>, in which <math>\, M</math> = vertical bending moment in girder for any particular condition of loading; <math>\, d</math> = diaphragm spacing; <math>\, R</math> = Radius of curvature of girder.

For negative moment over the support, the <math>\, M</math> value used in this equation should be the average moment between a point at the support and a point at the first adjacent diaphragm.

Diaphragm connections may be made directly to the flanges of the girders or through stiffeners, provided details are arranged to adequately transfer radial components of flange stress into the diaphragms.

7. Supports positioned other than on radial lines.

If field conditions permit, the most orderly arrangement for curved girders will be attained by placing the supports on radial lines.

It may be necessary to treat each line of girders independently, first finding the direct loading moments and then correcting for curvature by applying the separate <math>\, V-loads</math>.

8. Transverse stiffeners

The maximum transverse stiffener spacing for curved plate girders is <math>\, D</math>, the web height.

Transverse stiffeners should be placed along the girder length only as far as required by design.

The maximum spacing of the first transverse stiffener at the simple support end of a curved plate girder is <math>\, D/2</math>.

Reference:
:AASHTO - Article 10.5
:Limit radius of heat curved girders according to AASHTO Article 10.15.

Where the distance between field splices of curved girders exceeds that given by the following formula, a special note shall be placed on the plans.

{|
|-
|<math>\, L</math> =||<math>\, \sqrt{\frac{0.667 \ x \ f_s \ x \ SM}{W}}</math>||(*)
|-
|<math>\, L</math> =||Allowable distance between field splices, in feet.
|-
|<math>\, f_s</math> =||Allowable fs of flange steel, in psi. e.g. use 20,000 psi for Grade 36 steel.
|-
|<math>\, W</math> =||Weight of girder (flanges and web), in pounds per foot.
|-
|<math>\, SM</math> =||Section Modulus of girder about x-x axis as shown, in inches cubed.
|-
|}

[[Image:751.40 Design Assumptions- Heat Curved Girders- Section Modulus.gif]]

Note:

If flanges are of different sizes, use smaller Section Modulus.

See Structural Project Manager for allowable overstress.

(*) Derivation

:Positive moment at centerline, <math>\, Mom. = \frac{WL^2}{8} \times 12</math>

:<math>\, fs = \frac{Mom.}{SM}</math>

:Substitute mom. in fs equation.

::<math>\, fs = \frac{WL^2 \times 12}{8 \times SM}</math>

:solve for L

::<math>\, L = \sqrt{\frac{8 f_s \times SM}{12W}}</math>

<center>
'''Design Example'''

'''ASTM A709 Grade 36 Steel'''

[[Image:751.40 Design Assumptions- Heat Curved Girders- Design Example Plan View.gif]]

</center>

{|
|-
|width="400"| ||width="400"|[[Image:751.40 Design Assumptions- Heat Curved Girders- Design Example Section 2.gif]]
|-
|[[Image:751.40 Design Assumptions- Heat Curved Girders- Design Example Section A-A.gif]]||
{|border="1" cellpadding="1" cellspacing="1" style="text-align:center"
|-
|Shape||<math>\, I_{xx}</math>
|-
|PL 13" x 3/4"||<math>\, \frac{0.75 \times (13)^3}{12} = 137.31</math>
|-
|PL 70" x 3/8"||<math>\, \frac{70 \times (0.375)^3}{12} = 0.31</math>
|-
|PL 12" x 3/4"||<math>\, \frac{0.75 \times (12)^3}{12} = 108.00</math>
|-
|<math> Total \ I_{xx}</math>||align="right"|<math> = 245.62 \ In.^4</math>
|-
|}
|-
|SECTION A-A ||rowspan="1"|<math>\, SM_A = I/C = 245.62/6.5 = 37.79 In.^3</math>
|-
| ||rowspan="1"|<math>\, SM_B = I/C = 245.62/6 = 40.94 In.^3</math>
|-
{|border="1" cellpadding="1" cellspacing="1"
|-
|Weight per Foot of Girder
|-
|PL 12" x 3/4" = 30.6 lbs./ft.
|-
|PL 70" x 3/8" = 89.3 lbs./ft.
|-
|PL 13" x 3/4" = 33.2 lbs./ft.
|-
|Total = 153.1 lbs./ft.
|-
|}
|| 
|-
|From Formula:|| 
|-
|colspan="2" style="text-align:center"|<math>\, L = \sqrt{\frac{0.667 \times fs \times SM}{W}} = \sqrt{\frac{0.667 \times 20,000 \times 37.79}{153.1}} = 57.38'</math> (Use 57.5')
|-
|}

<center>57'-6" < 60'-0". Therefore, Special Note required.</center>

Special Note:

Heat curving of girders (Identify) (*) will not be allowed shile in the horizontal position.

(*)Complete underlined portion as required.

Maximum Plate Lengths:
:80 feet. See Structural Project Manager for use of longer lengths up to 85' for ASTM A709 Grade 50 or ASTM A709 Grade 50W and 100' for ASTM A709 Grade 36.

Minimum Plate Lengths:
:10 feet. Shop flange splices should be eliminated and extra plate material used when :economy indicates and span lengths permit.

Preliminary Analysis:
:(1) Compute moments from influence lines on basis of "Constant I" analysis and apply the following percentage increase or decrease to non-composite dead load moments.

References may be used in lieu of the above.

<center>
[[Image:751.40 Design Assumptions- Preliminary Analysis-Moments Diagram.gif]]
</center>

{|style="text-align:center"
|-
|width="500"|<math>\, n</math> = 1.2 to 1.5||width="90"|<math>\, n</math> = 1.2 to 1.5
|-
|
{|border="1" cellspacing="1" cellpadding="1"
|-
|<math>\, +M_1</math>||-5%
|-
|<math>\, -M_2</math>||+15%
|-
|<math>\, +M_3</math>||-15%
|-
|}
||
{|border="1" cellspacing="1" cellpadding="1"
|-
|<math>\, +M_1</math>||-5%
|-
|<math>\, -M_2</math>||+15%
|-
|<math>\, +M_3</math>||-15%
|-
|<math>\, -M_4</math>||+15%
|-
|}
|-
|}

(2) Determine trial sections and plot a rough moment curve to determine location of flange plate cutoffs, if any.

(3) Complete analysis by using computer programs to obtain actual moments and stresses.

<center>
'''Design Stress investigation for Positive Moment Area of Plate Girder Structure'''
</center>

The design stresses are to be checked at the top of flange (steel) and the top of concrete slab in the composible area of Plate Girder Structures to insure that they are within the allowable stresses.
<center>

[[Image:751.40 Design Assumptions- Design Stress Investigation- Plate Girder.gif]]

SECTION A-A

'''Structure Length'''

Typical Continuous Steel Structures- Integral End Bents:

[[Image:751.40 Design Assumptions- Structure Length- Maximum Length for Continuous Steel.gif]]

</center>

'''Estimated Girder Depth'''
''Based on Three Spans With Ratio N = 1.3±''

<center>

Continuous Plate Girders HS20 Loading Load Factor
 (ASTM A709 Grade 50 or ASTM A709 Grade 50W)

{|border="1" cellpadding="1" cellspacing="1" style="text-align:center"
|-
|Initial Estimate (Feet) ||Girder Depths (*) (Inches)|| Structure Depth (**) (Feet)
|-
|85 to 104||42||4.50
|-
|105 to 124||48||5.00
|-
|125 to 134||54||5.50
|-
|135 to 144||60||6.00
|-
|145 to 159||66||6.50
|-
|160 to 174||72||7.00
|-
|175 to 184||78||7.50
|-
|185 to 194||84||8.00
|-
|195 to 204||90||8.50
|-
|}
</center>

Trial steel plate girder depths use program BR109 to check designs and deflections. Web depths may be adjusted by two inch increments.

(*) Bethlehem steel economic study (N = 1.3±). Bethlehem steel provided an economic study of multiple steel girder depths. The study indicated that cheaper designs are obtained by reducing the plate girder depths and reducing the number of stiffeners. The recommended initial estimates above are based on these designs.

(**) Structure depth includes slab and haunch.

A general rule of thumb is to determine the minimum web thickness without stiffeners; then, use a web thickness of one-sixteenth inch less. Match MoDOT requirements for web increments of one-sixteenth inch only.

If two-span structures are used, a deeper web is required. A good estimate is to use six inches additional depth than the above tables for two-span structures.

====751.40.8.8.2 Details====

=====751.40.8.8.2.1 Field Flange Splice – Bolted=====

'''General'''

Splices shall be designed using the Service Load Design Method and in accordance with AASHTO Articles 10.18,10.24 and 10.32 except as noted.

Splices shall be designed to develop 100% of the flange strength by the flange splice plate strength. When the flange section or steel grade changes at a splice, the smaller flange strength shall be used to design the splice. Splice plates shall then match the lower grade used in the flanges.

'''Minimum Yield Strength <math>\, (Fy)</math> and Minimum Tensile Strength <math>\, (Fu)</math>'''

{|
|-
|width="200"|ASTM A709 Grade 36||width="100"|<math>\, F_y</math> = 36 ksi||<math>\, F_u</math> = 58 ksi
|-
|ASTM A709 Grade 50||<math>\, F_y</math> = 50 ksi||<math>\, F_u</math> = 65 ksi
|-
|ASTM A709 Grade 50W||<math>\, F_y</math> = 50 ksi||<math>\, F_u</math> = 70 ksi
|-
|}

'''Allowable Steel Stresses <math>\, (F_t)</math>'''

Allowable stresses are determined by AASHTO Table 10.32.1A.

{|
|-
|width="200"|Allowable tensile stress||<math>\, F_t = 0.55 \times F_y</math>
|-
|}

{|
|-
|width="200"|ASTM A709|| Grade 36||<math>\, F_t</math> = 20 ksi
|-
|width="200"|ASTM A709|| Grade 50|| <math>\, F_t</math> = 27 ksi
|-
|width="200"|ASTM A709|| Grade 50W||<math>\, F_t</math> = 27 ksi
|-
|}

'''Allowable Bolt Stresses '''

Splices shall be designed as slip critical connections with Class B surface preparation and oversized holes. Although standard holes are used in the fabrication of flange splices, designing the splices for oversize holes allows for some fabrication and erection tolerances. All splice bolts shall be 7/8" diameter ASTM A325 high strength bolts.

AASHTO Table 10.32.3C specifies <math>\, F_s</math> = 19 ksi for a class B slip-critical connection. Tables shown in this manual are based on 19 ksi that should also be used to design splices not listed in the table.

Although slip-critical connections are theoretically not subject to shear and bearing, they must be capable of resisting these stresses in the event of an overload that causes slip to occur. The allowable shear stress per bolt <math>\, (Fv)</math> for bearing is 19 ksi with the threads included and <math>\, 1.25 \times 19 = 23.75</math> ksi for threads not included.

'''Flange Strength'''

The flange strength shall be determined by multiplying the allowable stress of the flange by the area of the flange. The area of the flange shall be taken as the gross area of the flange, except that if more than 15 percent of each flange area is removed, that amount removed in excess of 15 percent shall be deducted from the gross area. Bolt holes are considered to be 1" diameter for the purpose of determining flange area.

'''Splice Plate Strength'''

The splice plate strength shall be determined by multiplying the allowable stress of the splice plates by the area of the splice plates. The area of the splice plates shall be taken as the gross area of the splice plates, except that if more than 15 percent of the splice plate area is removed, that amount in excess of 15 percent shall be deducted from the gross area.

'''Two Row Splices'''

Splices with two rows of bolts are used with flanges 12 to 13 inches wide. The inner and outer plates may either be the same length or the inner plate may be shorter. This is the case if the end bolts in the splice are only needed to be in single shear. All other bolts will be in double shear. (See Figure 3.42.2.2-1)

<center>
[[Image:751.40 Widen and Repair- Field Flange Splice- Bolted.gif]]

'''Figure 3.42.2.2-1'''
</center>

'''Four Row Splices'''

When the width of the flange being spliced is 14 inches or greater, four longitudinal rows of bolts are used. Three variations of the end bolts positioning may be used. In each of these variations, the last two bolts shall be located in the outer rows closest to the edge of the splice plate.
<center>

[[Image:751.40 Widen and Repair- Field Flange Splice- Bolted Four Row Splice.gif]]

'''Figure 3.42.2.2-2'''
</center>

'''Flange Width Transitions'''

When the width of the flanges being spliced differs by more than 2", the larger flange shall be beveled as shown in Figure 3.42.2.2-3

<center>
[[Image:751.40 Widen and Repair- Field Flange Splice- Bolted- Flange Width Transition.gif]]

'''Figure 3.42.2.2-3'''
</center>

'''Weight of Splice'''

When calculating the weight of splice, the following simplified weights shall be used.

Weight of High-Strength bolts (diameter 7/8") = 0.95 lbs/bolt

Unit weight of Structural Steel = 490 lbs/ft3

=====751.40.8.8.2.2 Field Web Splice – Bolted=====

'''General'''

Splices shall be designed using the Service Load Design Method and in accordance with AASHTO Articles 10.18,10.24 and 10.32 except as noted.

The web splice consists of 2-Plates:
::Thickness = 5/16" minimum.
::Width = 12-1/2" (18-1/2" if 3 rows of bolts are required).

When the web section or steel grade changes at a splice, the smaller web strength should be used to design the splice.

'''Minimum Yield Strength <math>\, (F_y)</math> and Minimum Tensile Strength <math>\, (F_u)</math>'''

{|
|-
|width="200"|ASTM A709 Grade 36||width="100"|<math>\, F_y</math> = 36 ksi||<math>\, F_u</math> = 58 ksi
|-
|ASTM A709 Grade 50||<math>\, F_y</math> = 50 ksi||<math>\, F_u</math> = 65 ksi
|-
|ASTM A709 Grade 50W||<math>\, F_y</math> = 50 ksi||<math>\, F_u</math> = 70 ksi
|-
|}

'''Allowable Steel Stresses <math>\, (F_b, F_w)</math>'''

Allowable stresses are determined by AASHTO Table 10.32.1A.

{|
|-
|width="200"|Allowable bending stress||<math>\, F_b = 0.55 \times F_y</math>
|-
|Allowable shear stress||<math>\, F_v = 0.33 \times F_y</math>
|-
|}

{|
|-
|width="200"|ASTM A709 Grade 36||width="100"|<math>\, F_b</math> = 20 ksi||<math>\, F_v</math> = 12 ksi
|-
|width="200"|ASTM A709 Grade 50||<math>\, F_b</math> = 27 ksi||<math>\, F_v</math> = 17 ksi
|-
|width="200"|ASTM A709 Grade 50W||<math>\, F_b</math> = 27 ksi||<math>\, F_v</math> = 17 ksi
|-
|}

'''Allowable Bolt Stresses '''

Although standard holes are used in the fabrication of web splices, designing the splices for oversize holes allows for some fabrication and erection tolerances. Web splices required to resist shear between their connected parts are designated as slip-critical connections. Shear connections subjected to stress reversal, or where slippage would be undesirable, shall be slip-critical connections. Potential slip of joints should be investigated at intermediate load stages especially those joints located in composite regions. The resultant force shall be less than the allowable bolt shear force. All splice bolts shall be A325 7/8" diameter High Strength Bolts.

<math>\, F_v</math> = 19 ksi

'''Bolt Arrangement'''

The minimum distance from the center of any fastener in a standard hole to a sheared or thermally cut edge shall be 1-1/2 inches for 7/8" diameter fasteners. The minimum distance between centers of fasteners in standard holes shall be three times the diameter of the fastener, but shall not be less than 3 inches for 7/8" diameter fasteners.

'''Splice Plate Strength'''

The strength of the splice plates shall be determined by multiplying the allowable stress of the splice plates by the net area of all splice plates. The splice plates net area shall be taken as the gross area of the splice plates minus the bolt holes. Bolt holes are considered to be 1 inch diameter for the purpose of determining splice plate net area. Web splices are designed to develop 75% of net section of the web.

'''Web Strength'''

The strength of the web should be determined from the allowable web stress at the "top of web" to account for hybrid sections. Otherwise, the allowable web stress is based on a linear distribution of stress from outside face of flange to "top of web".

'''Weight of Splice'''

When calculating the weight of splice, the following simplified weights shall be used.

Weight of High-Strength bolts (diameter 7/8") = 0.95 lbs/bolt

Unit weight of Structural Steel = 490 lbs/ft3

===751.40.8.9 Continuous Concrete Slab Bridges===

====751.40.8.9.1 Slabs====

=====751.40.8.9.1.1 Design Assumptions=====

{|border="0" cellpadding="0"

|width="65"|Stresses -||FC||=||width="150"|1600 psi||N||=||width="50"|8||(Slab, Integral Column)
|-
| ||FC|||=||1200 psi||N||=||10||(Open Bent, Footing)
|-
| ||FY||=||colspan="5"|60,000 psi reinforcing steel
|}

Use "Variable I" analysis for all structures except solid slabs without drop panels. Use "Constant I" analysis for solid slabs without drop panels.

<center>[[Image:751.40_Slabs_Design_Assumptions_Diagram.gif]]</center>

{|border="0"

|"L"||=||Design Span
|-
|"H"||=||Design Height
|-
|valign="top"|"I"||valign="top"|=||Gross moment of inertia of the full cross-section (Slab minus voids - integral wearing surface not included) ("I1", "IA", etc. suggested I's to be considered.)
|-
|"S"||=||The effective span length for the use in determining minimum slab thickness under load factor design (AASHTO 8.9).
|}

Use the same column diameter and spacing for all Intermediate Bents. Use the same slab thickness for all spans.

{|border="1" cellpadding="5" align="center" style="text-align:center"

|colspan="5"|'''DEGREE OF RESTRAINT - LONGITUDINAL'''
|-
| ||Column Type||Footing Type||Top Column||Bottom Column
|-
|rowspan="2"|'''INT. BENTS'''||Integral Column||Spread or Pile||Integral||(**)
|-
|Integral Column ||Pedestal Pile||Integral||(**)
|-
|rowspan="3"|'''END BENTS'''||Pinned Column||any||Pinned||(**)
|-
|Integral Pile || ||(*) Pinned||rowspan="3"| 
|-
|Open Bent with Column||any||Simple
|-
|'''INT. BENTS'''||Open Bent with Pile|| ||Simple
|}

{|border="0"

|align="right" valign="top"|(*)|| ||See "Integral Piles" this Manual Section.
|-
|align="right" valign="top"|(**)|| ||Use "Pinned" for Seismic Performance Category A and "Fixed for Seismic Performance Categories B, C & D. (See Structural Project Manager or Liaison)
|}

=====751.40.8.9.1.2 Slab Design and Drop Panel=====

The Slab Depth is based on the following limitations:

{|border="0"

|1.|| ||colspan="4"|Vertical Clearance Requirements: see the Design Layout.
|-
|2.|| ||colspan="4"|Allowable Depths:
|-
| ||A.||colspan="3"|Positive Moments -
|-
|colspan="2"| ||colspan="3"|see table of "Available Slab Depths", of this Section.
|-
| ||B.||colspan="3"|Slab Depth controlled by the minimum thickness formula -
|-
|colspan="2"| ||colspan="3"|(Integral wearing surface is included with the total depth provided.)
|-
|colspan="2"| ||colspan="3"|Continuous Spans - AASHTO 8.9 = (S + 10)/30
|-
|colspan="3"| ||"S"||may be used as the clear distance between drop panels.
|-
|colspan="4"| ||Bridges may have two adjacent spans averaged if S2/S1 < 1.5
|-
|colspan="2"| ||colspan="3"|Simple Spans - AASHTO 8.9 = 1.2 (S + 10)/30
|-
| ||C.||colspan="3"|Negative Moments -
|}

{|border="3" cellpadding="3" cellspacing="0" style="text-align:center"

| ||colspan="2"|'''DROP PANEL DEPTHS'''
|-
| ||'''MIN.'''||'''MAX.'''
|-
|align="left"|Bents in median of dual roadway||0" or 3"||13"
|-
|align="left"|Other Bents||0" or 3"||9"
|-
|colspan="3"|'''INCREMENTS OF 1"
|}

{|border="3" cellpadding="3" cellspacing="0" style="text-align:center"

|colspan="2"| ||colspan="6"|'''APPROXIMATE DROP PANEL WIDTH (FEET) (PARALLEL TO THE CENTERLINE OF ROADWAY)'''
|-
|rowspan="2"| ||rowspan="2"|Bents||colspan="6"|Drop Panel Depth
|-
|4" ||6"||7"||8"||9"||12"
|-
|3 Span Bridge||2 & 3||6'||6'||10'||8'||6'
|-
|rowspan="2"|4 Span Bridge||2 & 4||6'||6'||10'||8'||6'
|-
|3||8'||10'||12'||12'||12'||12'
|-
|colspan="8"|'''THESE WIDTHS ARE SUGGESTED ONLY AS TRIAL DIMENSIONS FOR DESIGN AND ARE NOT TO BE USED AS LIMITS FOR THE FINAL DESIGN.'''
|}

{|border="0"

|3.|| ||colspan="4"|Reinforcing Steel:
|-
| ||align="center" valign="top" |A.||colspan="3"|Positive Moments = Maximum #11 @ 5" cts.
|-
| ||align="center" valign="top" |B.||colspan="3"|Negative Moments = Maximum #11 @ 5" cts., except #14s @ 6" cts., may be used for long spans.
|-
|4.|| ||colspan="4"|Live Load Deflection - AASHTO 10.6
|-
| ||colspan="4"|The deflection due to service live load plus impact shall not exceed 1/800 of the span, except on bridges in urban areas used in part by pedestrains whereon the ratio preferably shall not exceed 1/1000.
|}

=====751.40.8.9.1.3 Slab Longitudinal Sections=====

'''HOLLOW SLABS'''

<center>[[Image:751.40_Slabs_-_Hollow_End_Spans.gif]]</center>

<center>'''END SPANS'''</center>

<center>[[Image:751.40_Slabs_-_Hollow_Intermediate_Spans.gif]]</center>

<center>'''INTERMEDIATE SPANS'''</center>

{|border="0" align="center"

|width="200" rowspan="3"|[[Image:751.40_Slabs_-_Hollow_Part_Plan_Skewed_Detail.gif]]
|(*)Increase to maintain 6" minimum on skews (see detail)
|-
|(**) By Design (6" increments measured normal to the centerline of bent) (The minimum is equal to the column diameter + 2'-6")
|-
|width="400"|Note: All longitudinal dimensions shown are horizontal (Bridges on grades and vertical curves, included). For Sections A-A and B-B see this Manual Section.
|}

 

'''SOLID SLABS'''

<center>[[Image:751.40_Slabs_-_Solid_End_Spans.gif]]</center>

<center>'''END SPANS'''</center>

<center>[[Image:751.40_Slabs_-_Solid_Intermediate_Spans.gif]]</center>

<center>'''INTERMEDIATE SPANS'''</center>

(*) By Design (6" increments measured normal to the centerline of Bent) (The minimum is equal to the column diameter + 2'-6")

Note: All longitudinal dimensions shown are horizontal (Bridges on grades and vertical curves, included).

=====751.40.8.9.1.4 Slab Cross Section and Section Properties=====

<center>[[Image:751.40_Slab_Cross_Section_AA_&_BB.gif]]</center>

{|border="0" style="text-align:center" align="center"

|width="300"|'''HALF SECTION A-A CENTER OF SPAN'''||width="300"|'''HALF SECTION B-B NEAR INTERMEDIATE BENT'''

|}

{|border="0" cellpadding="5" align="center" style="text-align:center"

|rowspan="4" width="250" align="left"|
{|border="3" cellpadding="2" cellspacing="0" style="text-align:center"
|colspan="5"|'''AVAILABLE SLAB DEPTHS AND VOID DATA'''
|-
|colspan="5"|Truck Loading
|-
|T (*)|| ||"D"||"E"||"F"
|-
|17"||colspan="4" align="left"|and less - no voids
|-
|18"|| ||9"||15"||21"
|-
|19"||(***)||10"||16"||22"
|-
|21"|| ||12"||18"||24"
|-
|23"|| ||14"||20"||26"
|-
|25"|| ||15.7"||22"||28"
|-
|26"|| ||16.7"||23"||29"
|-
|28"|| ||18.7"||25"||31"
|-
|30"|| ||20.85"||27"||33"
|-
|colspan="4"|Pedestrian Overpasses||rowspan="7"| 
|-
|T (*)|| ||"D"||"E"
|-
|15"||colspan="3" align="left"|and less - no voids
|-
|16"|| ||8"||14"
|-
|17"|| ||9"||15"
|-
|18"|| ||10"||16"
|-
|20"|| ||12"||18"
|}
|[[Image:751.40_Slab_Cross_Section_Thru_Void.gif]]
|-
|'''PART SECTION THRU VOID'''
|-
|[[Image:751.40_Slab_Cross_Section_-_Detail_C.gif]]
|-
|'''DETAIL "C"'''
|}

{|border="0"

|colspan="2"|Notes:
|-
|(*)||Increase the Dimension "T" by 1/2" for #14 bars placed in the top or bottom of the slab.
|-
| ||Increase the Dimension "T" by 1" for #14 bars placed in the top and bottom of the slab.
|-
| ||("T" and "D" are based on 3" clearance which includes the integral wearing surface to the top of the longitudinal bar.)
|-
| 
|-
|(**)||For Roadways with slab drains, use 10" minimum. For Roadways that require additional reinforcement for resisting moment of the edge beam 20" minimum, refer to this section.
|-
| 
|-
|(***)||Preferred minimum (Consult the Structural Project Manager prior to the use of a thinner slab.)
|}

'''Voided Slab Spans'''

{|border="1" cellpadding="5" cellspacing="0" align="center" style="text-align:center"

|Void Dia. (in.)||Area (sq.ft.)||Area (sq.in.)||Moment of Inertia (ft.4)||Moment of Inertia (in.4)||Weight (lb./ft.)
|-
|8.00||0.3490||50.2656||0.0096||201.0624||52.35
|-
|9.00||0.4417||63.6174||0.0155||322.0630||66.26
|-
|10.00||0.5454||78.5400||0.0236||490.8750||81.81
|-
|12.00||0.7854||113.0976||0.0490||1017.8784||117.81
|-
|14.00||1.0690||153.9384||0.0909||1885.7454||160.35
|-
|15.70||1.3443||193.5932||0.1438||2982.4242||201.66
|-
|16.70||1.5211||219.0402||0.1841||3818.0075||228.17
|-
|18.70||1.9072||274.6465||0.2894||6002.5789||286.09
|-
|20.85||2.3710||341.4310||0.4473||9276.7336||355.65
|}

=====751.40.8.9.1.5 Slab Reinforcement=====

 

'''HOLLOW SLABS'''

<center>[[Image:751.40_Slab_Reinf_-_Positive_Moment.gif]]</center>

<center>'''DETAIL "A" (POSITIVE MOMENT)'''</center>

<center>[[Image:751.40_Slab_Reinf_-_Negative_Moment.gif]]</center>

<center>'''DETAIL "B" (NEGATIVE MOMENT)'''</center>

{|border="3" cellpadding="4" cellspacing="0" align="center" style="text-align:center"

|Longitudinal Reinforcement (Largest Bar)||width="50"|"G"
|-
|#8||3-5/8"
|-
|#9||3-3/4"
|-
|#10||3-7/8"
|-
|#11||4"
|-
|#14||4-3/8"
|}

'''Moment Curves'''

{|border="0"

|valign="top"|1.||Determine reinforcing steel from the sum of the dead loads and the live loads + impact (working stress design) or design in accordance with AASHTO Article 8.16 and 8.9 (load factor design).
|-
|valign="top"|2.||Determine the cut-off points for the stress bars in sets of 2 or 3. Maximum length = 60'-0", see AASHTO Article 8.24 for extension of reinforcement.
|-
|3.||Determine the drop panel width:
|-
| ||Minimum width = Column diameter plus 2~6". Maximum width = (Parallel to the centerline of roadway) as determined by deign).
|-
| ||In general, the width of the drop panel normal to centerline bent should be adjusted to 6" increments.
|}

'''SOLID SLABS (BOTTOM)'''

Use AASHTO 3.24.10 Distribution Reinforcement shall be a percentage of positive moment reinforcement (% = 100/√S, with a maximum of 50%).

'''EDGE BEAM'''

{|border="0"

|colspan="3"|Positive Moment:
|-
|colspan="3"|The bridge curb is not to be used in determining the resisting moment of the edge beam.
|-
|valign="top"|Dead Load:||colspan="2"|Use the same distribution as for the slab design. Use for simple spans 0.1 PS.
|-
|colspan="3"|Live Load + I: AASHTO Article 3.24.8
|-
| ||colspan="2"|Use for negative moment on continuous spans 0.1 PS. Use for positive moment on continuous spans 0.08 PS.
|-
| ||Where||P = Wheel load in pounds, see this Section.
|-
| || ||S = Span in feet
|}

<center>[[Image:751.40_Slab_Reinf_-_Edge_Beam_Detail.gif]]</center>

=====751.40.8.9.1.6 Shear=====

'''Shear Loads'''

The shear in the Hollow Slab should be computed for all loadings H20 and over.

'''Distribution of Loads'''

Use the same distribution for the dead and live load as was used for the moment.

'''Unit Shear Stress'''

{|border="0"

|colspan="4"|Load Factor:
|-
| ||Shear Stress||=||<math>\, Vu = \frac{Vu}{\phi(Bd - voids~area)}</math>
|-
|colspan="4"|Working Stress:
|-
| ||Shear Stress||=||<math>\, v = \frac{v}{(Bd - Area~of~voids)}</math>
|-
|colspan="4"|Where "d" = effective depth, <math>\phi</math> = 0.85 for shear
|}

<center>[[Image:751.40_Slab_Shear_Stress_Elevation.gif]]</center>

'''Allowable Shear Stress'''

{|border="0"

|colspan="2"|Load Factor:
|-
|width="20"| ||<math>\, Vc = 2.0\sqrt{f'c}</math>
|-
| ||Where Vc = shear strength provided by concrete
|-
| 
|-
|colspan="2"|Working Stress:
|-
| ||<math>\, Vc = 0.95\sqrt{f'c}</math>
|-
| 
|-
| ||Where Vc = Allowable shear stress carried by concrete
|}

If shear stress (load) exceeds the allowable shear use one or more of the following solutions.

# Eliminate some voids and replace remainder.
# Shorten alternate voids
# Use shear reinforcing in the critical zone.

<center>[[Image:751.40_Slab_Shear_Stress_Diagram.gif]]</center>

Note: Consider a voided slab the same as a regular slab as it pertains to the minimum stirrups (AASHTO - Article 8.19). i.e. The minimum stirrups are not required if the shear stress is less than allowable.

=====751.40.8.9.1.7 Camber Deflection=====

'''Ultimate Deflection:'''

Compute the "ultimate deflection" at 0.2 points of the spans for the dead loads without the 35# future wearing surface.

Ultimate deflection (long term) = elastic deflection x 3

{|border="0"

|Ec (Elastic Modulus) =|| <math>\, 4 \times 10^6</math> psi (districts 1 and 4)
|-
| ||<math>\, 6 \times 10^6</math> psi (remainder of districts)
|}

The modulus of elasticity for the use in a continuous structure analysis computer program should be determined as follows:

{|border="0"

|<math>\, \Delta_{ULT}</math>||=||<math>\, 3 \times \Delta_{ELASTIC}</math>
|-
|<math>\, \Delta_{ELASTIC}</math>||=||<math>\, Coeff./E_c</math>
|-
|<math>\, \Delta_{ULT}</math>||=||<math>\, (Coeff./E_c \times 3 = Coeff./(E_c / 3)</math>
|-
| 
|-
|Where:
|-
|<math>\, \Delta</math>||=||deflection.
|-
|<math>\, \Delta_{ULT}</math>||=||Ultimate deflection
|-
|<math>\, \Delta_{ELASTIC}</math>||=||Elastic deflection
|}

'''Example No. 1'''

(Assume bridge is in District 8)

{|border="0"

|<math>\, E_c</math>||=|| <math>\, 6 \times 10^6 psi</math>
|-
|<math>\, \Delta_{ULT}</math>||=||<math>\, Coeff. / (6/3) = Coeff./2</math>
|}

Therefore, use 2 \times 106 psi for modulus of elasticity in the structure analysis computer program to get ultimate deflection. (*)

'''Example No. 2'''

(Assume bridge is in District 1)

{|border="0"

|<math>\, E_c</math>||=||<math>\, 4 \times 10^6 psi</math>
|-
|<math>\, \Delta_{ULT}</math>||=||<math>\, Coeff. / (4/3) = Coeff./1.333</math>
|}

Therefore, use <math>\, 1.333 \times 10^6</math> psi for modulus of elasticity in the structure analysis computer program to get ultimate deflection. (*)

(*) Gives long term deflection as output.

=====751.40.8.9.1.8 Slab Construction Joint Details=====

<center>[[Image:751.40_Slab_Const_Jt_Key_(Slab_Depth_17_in_or_more).gif]]</center>

<center>'''DETAILS OF SLAB CONSTRUCTION JOINT KEY (FOR SLAB DEPTHS 17" OR MORE)'''</center>

<center>[[Image:751.40_Slab_Const_Jt_Key_(Slab_Depth_16.5_in_or_less).gif]]</center>

<center>'''DETAILS OF SLAB CONSTRUCTION JOINT KEY (FOR SLAB DEPTHS 16½" OR LESS)'''</center>

<center>[[Image:751.40_Slab_Const_Jt_Void_Spacing.gif]]</center>

<center>'''VOID SPACING AT LONGITUDINAL CONSTRUCTION JOINT'''</center>

====751.40.8.9.2 End Bents====

=====751.40.8.9.2.1 Pile Cap Bents=====

<center>[[Image:751.40_End_Bent_(Pile_Cap_Sections).gif]]</center>

<center>* See Design Layout for maximum slope of spill fill.</center>

{|border="0" align="center" style="text-align:center"

|width="275"|'''SECTION THRU WING'''||width="175" align="right"|'''SECTION A-A'''

|}

<center>[[Image:751.40_End_Bent_(Pile_Cap_Elevation).gif]]</center>

<center>'''ELEVATION'''</center>

<center>[[Image:751.40_End_Bent_(Pile_Cap_Plan_(SQ)).gif]]</center>

<center>'''PLAN (SQUARE)'''</center>

{|border="0" align="center"

|width="300"|(1) Wing brace details.||[[Image:751.40_End_Bent_(Pile_Cap_Detail_B).gif]]
|}

<center>[[Image:751.40_End_Bent_(Pile_Cap_Plan_(Skewed)).gif]]</center>

<center>'''PLAN (SKEWED)'''</center>

<center>(*) Use the same Dimension (centerline Curb Joint) as the opposite side when the wings are the same length.</center>

=====751.40.8.9.2.2 Integral Column Bents=====
'''SEISMIC PERFORMANCE CATEGORY A (PINNED COLUMN AT TOP AND BOTTOM)'''

<center>[[Image:751.40_End_Bent_(Integral_Column_Part_Section).gif]]</center>

<center>'''PART SECTION'''</center>

{|border="0" style="text-align:center" align="center"

|rowspan="3"|[[Image:751.40_End_Bent_(Integral_Column_Pinned_Column).gif]]||[[Image:751.40_End_Bent_(Integral_Column_Section_AA).gif]]
|-
|'''SECTION A-A'''
|-
|[[Image:751.40_End_Bent_(Integral_Column_Section_BB).gif]]
|-
|'''PINNED COLUMN'''||'''SECTION B-B'''
|}

Note: If the columns at an end bent have excessive moments due to shortness of the Column or length of the span, they should be detailed as "pinned" and designed for vertical reactions only.

'''SEISMIC PERFORMANCE CATEGORIES B, C & D (PINNED COLUMN AT TOP, FIXED COLUMN AT BOTTOM)'''

For pinned column conditions at the top, see the above details. For fixed column conditions at the bottom and column reinforcement details.

Note: For details not shown, see integral pile cap details.

=====751.40.8.9.2.3 Reinforcement - Pile Cap Bents=====

<center>[[Image:751.40_Reinforcement_-_Pile_Cap_Section_1_(Slab_Depth_less_than_16_in).gif]]</center>

::::::::::'''SECTION THRU END BENT (Slab depth less than 16")'''

<center>[[Image:751.40_Reinforcement_-_Pile_Cap_Section_2_(Slab_Depth_16_in_or_more).gif]]</center>

::::::::::'''SECTION THRU END BENT (Slab depth 16" or more)'''

(**) Development length for top bar minimum.

=====751.40.8.9.2.4 Reinforcement - Wing=====

<center>[[Image:751.40_Reinforcement_-_Wing_(Elevation_&_Part_Section).gif]]</center>

{|border="0" style="text-align:center" align="right"

|width="225"|'''ELEVATION OF WING'''||width="375"|'''PART SECTION THRU WING'''
|-
|align="left" colspan="2"|(*) Clip K bars as required to maintain minimum clearance at bottom of wing.
|}

 
 

<center>[[Image:751.40_Reinforcement_-_Wing_(Section_AA_&_Part_Section_Thru_End).gif]]</center>

{|border="0" style="text-align:center" align="right"

|width="225"|'''SECTION A-A''' (K-bars not shown for clarity)||width="375"|'''PART SECTION THRU END OF WING'''
|}

 

 

Note: See _____ for barrier curb details and spacing of K-bars.

=====751.40.8.9.2.5 Design Assumptions for Integral Piles=====

'''Seismic Performance Category A'''

Piles may be considered as "pinned" (for superstructure) at the pile cap and designed for vertical loads only unless they fall under the following general conditions in which case they should be checked for the loadings as specified for columns.

{|border="0"

|1.||Height from centerline of slab to "pin" is less than 15'.
|-
| ||The location of the pinned joint is arbitratily taken as about 1/3 of the length of long piles or at a point about 10' below the natural ground line.
|-
|2.||Piles having a large gross moment of inertia (cast-in-place concrete) gross I of steel BP = I x n.
|-
|3.||The number of piles used on a fairly long structure is small.
|}

'''Seismic Performance Categories B, C & D'''

Piles shall be checked for combined axial and bending stresses for seismic loading conditions. For AASHTO group loads I thru VI as applicable, follow criteria noted above for seismic performance category A.

====751.40.8.9.3 Intermediate Bents====
=====751.40.8.9.3.1 Integral Bents=====

<center>[[Image:751.40_Intermediate_Bents_(Integral_Bents_Half_Section).gif]]</center>

<center>'''HALF SECTION'''</center>

(*) 25'-0" is the max. column spacing allowed. However, the footing pressure may be the controlling factor for the column spacing. It is suggested that a rough check be made of the footing pressure before the spacing is definitely established.

In congested areas, when it is desired to keep the number of columns to a min., larger column spacings may be desirable. (consult the Structural Project Manager).

In general, use two 2'-6" columns for Roadways thru 44'-0" and additional 2'-6" columns for wider Roadways.

'''SEISMIC PERFORMANCE CATEGORY A'''

<center>[[Image:751.40_Intermediate_Bents_(Integral_Bents_Category_A_Half_Section).gif]]</center>

<center>'''HALF SECTION'''</center>

<center>[[Image:751.40_Intermediate_Bents_(Integral_Bents_Category_A_Part_Section_AA).gif]]</center>

<center>'''PART SECTION A-A'''</center>

=====751.40.8.9.3.2 Integral Column Bent with Drop Panel=====

{|border="0" align="center"

|[[Image:751.40_Intermediate_Bents_-_Integral_Column_Bents_with_Drop_Panel_(Part_Section).gif]]||valign="top"|'''ATTENTION DETAILER:''' When detailing Int. Bents on SPS the Section thru drop panel shall be drawn to appropriate grade.
|-
|align="center"|'''PART SECTION'''
|}

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Column_Bents_with_Drop_Panel_(Part_Sections_AA).gif]]</center>

{|border="0" align="center" style="text-align:center"

|valign="top" width="300"|'''PART SECTION A-A (FLAT)'''||width="300"|'''PART SECTION A-A (GRADE OR V.C.)''' D = Diameter of Column
|}

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Column_Bents_with_Drop_Panel_(Part_Plans_Square_&_Skewed).gif]]</center>

{|border="0" align="center" style="text-align:center"

|width="175"|'''PART PLAN - SQUARE'''||width="350"|'''PART PLAN - SKEWED'''
|}

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Column_Bents_with_Drop_Panel_(Section_Thru_Drop_Panel).gif]]</center>

<center>'''SECTION THRU DROP PANEL'''</center>

{|border="0" align="center"

|
{|border="1" cellspacing="0" cellpadding="3" align="center" style="text-align:center"

|Largest Longitudinal Slab Bar||"a"
|-
|#8||1-13/16"
|-
|#9, #10 & #11||2-1/16"
|-
|#14||2-9/16"
|}
|[[Image:Symbol.gif]]||For Reference Only
|-
| 
|-
|
{|border="1" cellspacing="0" cellpadding="5" align="center" style="text-align:center"

|Largest Longitudinal Slab Bar||"a" (*)
|-
|#8 & #9||2-5/8"
|-
|#10 & #11||2-7/8"
|-
|#14||3-3/8"
|}
|}

(*) Based on 3" clearance and #6 stirrups, (includes Integral W.S.) to top longitudinal bar.

(1) Standard 90° Hook.

(2) Const. joint key D/3 x D/3 x 2", D = Diameter of Column

=====751.40.8.9.3.3 Integral Pile Cap Bents with Drop Panel=====

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_with_Drop_Panel_(Part_Section_&_Flat).gif]]</center>

{|border="0" align="center" style="text-align:center"

|width="350"|'''PART SECTION'''||width="250"|'''PART SECTION A-A (FLAT)'''
|}

{|border="0" align="center"

|valign="bottom"|Bottom or drop panel to be parallel to top of slab both transversely and longitudinally.||rowspan="5"|[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_with_Drop_Panel_(Part_Section_Grade_or_VC).gif]]
|-
|(1)Horizontal except for superelevated structures.
|-
|valign="top"|(2) Use 3" Min. clip on beam for skews above 35°.
|-
| 
|-
| 
|-
| ||align="center"|'''PART SECTION A-A (GRADE OR V.C.)
|}

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_with_Drop_Panel_(Part_Plans_Square_&_Skewed).gif]]</center>

{|border="0" align="center" style="text-align:center"

|width="250"|'''PART PLAN - SQUARE'''||width="250"|'''PART PLAN - SKEWED'''
|}

'''REINFORCEMENT'''

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_with_Drop_Panel_-_Reinforcement_(Half_Section).gif]]</center>

<center>'''HALF SECTION'''</center>

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_with_Drop_Panel_-_Reinforcement_(Section_Thru_Drop_Panel).gif]]</center>

<center>'''SECTION THRU DROP PANEL'''</center>

(1) Use 5 1/4" for computing length of stirrup bar. Do not detail on plans.

(2) Standard 90° hook.

(3) Optional Const. Joint Key 10" x 2"

=====751.40.8.9.3.4 Integral Pile Cap Bents without Drop Panel=====

'''REINFORCEMENT'''

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_without_Drop_Panel_-_Reinforcement_(Half_Section).gif]]</center>

<center>'''HALF SECTION'''</center>

<center>[[Image:751.40_Intermediate_Bents_-_Integral_Pile_Cap_Bents_without_Drop_Panel_-_Reinforcement_(Section_Thru_Bent).gif]]</center>

<center>'''SECTION THRU BENT'''</center>

(1) Use 5 1/4" for computing length of stirrup bar. Do not detail on plans.

(2) Horizontal except for superelevated structures.

(3) Standard 90° hook.

=====751.40.8.9.3.5 Pile Footing Design and Details=====

'''(1) GENERAL'''

Number, size and spacing of piling shall be determined by computing the pile loads and applying the proper allowable overstresses.

Cases of Loading (AASHTO Article 3.22)

Group I maximum vertical loads.

Group IV temperature and shrinkage moments with applicable vertical loads.

1983 AASHTO guide specifications for seismic design of highway bridges. (See chapter 4 for earthquake loads combined with applicable vertical loads.) (*) (See Structural Project Manager or Liaison)

Internal stresses including the position of the shear line shall then be computed.

Long narrow footings are not desirable and care should be taken to avoid the use of an extremely long footing 6~0" wide when a shorter footing 8'-3" or 9'-0" wide could be used.

When using the load factor design method for footings, design the number of piles needed based on the working stress design method.

'''ASSUMPTIONS'''
(Bents with 2 or more columns)

'''SEISMIC PERFORMANCE CATEGORY A'''

#Dead and live load moments will be 25% of the moments used for slab and top of Column design.
#Temperature moments shall be 50% of the moment at top of Column.
#Column reinforcement to be same as that required at top of Column. Footing dowel's to be #5 bars, same number as column bars.
#Footings to be proportioned for conditions as specified. Do not use ratio of bent height as specified for Intermediate Bents for longitudinal footings dimensions.

'''SEISMIC PERFORMANCE CATEGORIES B, C & D'''

#For Seismic Performance categories B, C & D, the connection between the bottom of Column and the footing is a fixed connection.
#Footing design is based on (Seismic Design of Beam-Column Joint).

(*) The design of all bridges in seismic performance B, C & D are to be designed by earthquake criteria in accordance with this bridge manual.

'''(2) PILE LOADS'''
:P = N/n ± M/S
:P = Pile Loads
:N = Vertical Loads
:n = number of piles
:M = overturning moment
:if minimum eccentricity controls the moment in both directions, it is necessary to use the moment in one direction (direction with less section modulus of Pile group) only for the footing check.
:S = Section Modulus of pile group

'''AASHTO GROUP I AND IV LOADS'''

Maximum P = Pile Capacity
Minimum P = 0

Tension on a pile will not be allowed for any combination of forces.

Overstress reduction will not be used for loading minimums.

'''EARTHQUAKE LOADS'''

'''POINT BEARING PILES'''

(**) Maximum P = Pile capacity x 2
:(I.E. for HP 10 x 42 piles, maximum P = 56 x 2 = 112 tons/pile).

Minimum P = Use allowable uplift force specified for piles in Bridge Manual 3.71 under seal course design.

(**) Two (2) is our normal factor of safety. Under earthquake loadings only the point bearing pile and rock capacities are their ultimate capacities.

'''FRICTION PILES'''

Maximum P = Pile capacity

'''(3) INTERNAL STRESSES'''
::A) Shear Line
::B) Bending
::C) Distribution of Reinforcement
::D) Shear

=====751.40.8.9.3.6 Pedestal Pile=====

'''GENERAL'''

No concrete bell shall be used without approval of Structural Project Manager or Liaison.

'''SEISMIC PERFORMANCE CATEGORY A'''

#Assume column to be "pinned" for belled footing sitting on rock. All loads will be axial.
#Assume column to be fixed for pedestal pile embedded in rock.
#All earth loads within the diameter of belled footing, or pedestal pile if there is no bell, above ground line shall be included in footing design.

<center>[[Image:751.40_Intermediate_Bents_-_Pedestal_Pile_General_(Category_A)_Elevation.gif]]</center>

'''SEISMIC PERFORMANCE CATEGORY B, C & D'''

See (Seismic Design).

'''DETAILS'''

'''SEISMIC PERFORMANCE CATEGORY A'''

<center>[[Image:751.40_Intermediate_Bents_-_Pedestal_Pile_Details_(Category_A)_Elevation_&_Section_AA.gif]]</center>

{|border="1" cellpadding="5" cellspacing="0" align="center" style="text-align:center"

|Diameter of Shaft||Minimum Bell Diameter||Maximum Bell Diameter||Minimum (*) Reinf.||Cubic Yards Concrete per ft.
|-
|2'-0"||2'-4"||6'-0"||8-#7||0.1164
|-
|2'-6"||2'-10"||7'-6"||8-#9||0.1818
|-
|3'-0"||3'-6"||9'-0"||11-#9||0.2618
|-
|3'-6"||4'-0"||10'-6"||14-#9||0.3563
|-
|4'-0"||4'-6"||12'-0"||19-#9||0.4654
|-
|4'-6"||5'-0"||13'-0"||24-#9||0.5890
|-
|5'-0"||5'-6"||14'-0"||29-#9||0.7272
|-
|5'-6"||6'-0"||15'-0"||35-#9||0.8799
|-
|6'-0"||6'-6"||16'-0"||41-#9||1.0472
|}

Concrete Quantities shown in table are per linear foot of shaft only. Bell Quantities are not included.

(*) Amount of reinforcing may be increased from that shown to meet the individual job requirements.

Minimum reinforcement meets AASHTO Spec. 8.18 for reinforcement of compression members.

'''DETAILS'''

'''SEISMIC PERFORMANCE CATEGORY B, C & D'''

<center>[[Image:751.40_Intermediate_Bents_-_Pedestal_Pile_Details_(Category_B_C_&_D)_Elevation_&_Section_AA.gif]]</center>

{|border="1" cellpadding="5" cellspacing="0" align="center" style="text-align:center"

|Diameter of Shaft||Minimum (*) Reinf.||Cubic Yards Concrete per ft.
|-
|2'-0"||8-#7||0.1164
|-
|2'-6"||8-#9||0.1818
|-
|3'-0"||11-#9||0.2618
|-
|3'-6"||14-#9||0.3563
|-
|4'-0"||19-#9||0.4654
|-
|4'-6"||24-#9||0.5890
|-
|5'-0"||29-#9||0.7272
|-
|5'-6"||35-#9||0.8799
|}

Concrete Quantities shown in table are per linear foot of shaft only.

(*) Amount of reinforcing may be increased from that shown to meet the individual job requirements.

Minimum reinforcement meets AASHTO Spec. 8.18 for reinforcement of compression members.

(**) Stay in place casing may be used in place of spirals for column diameters greater than 4 foot.

=== 751.40.8.10 Prestressed Concrete I-Girders ===

==== 751.40.8.10.1 Design ====

===== 751.40.8.10.1.1 Girder Design=====

'''Geometric Dimensions'''

'''Girder Analysis (Continuous Span Series)'''

Stresses due to dead load weight of slab, girder, diaphragms, haunch and forms will be based on simple spans from centerline to centerline of bearings.

Stresses due to dead load weight of curbs, parapet, rails, future wearing surface and outlets will be based on continuous composite spans with loads equally distributed to all girders. The span lengths used in these computations will be based on the distance from the centerline of the bearing at the End Bent to the centerline of the Int. Bent, and from centerline of Int. Bent to centerline of Int. Bent.

Stresses due to live load plus impact will be based on continuous composite spans whose lengths are described above for curbs, etc.

The analysis will be made on the basis of transformed areas of all steel (both strands and bars) in the section using concrete with <math>\, n</math> = 6.

In composite design, allowances shall be made for the difference in modulus of elasticity of slab and girder by using the effective slab area as specified for concrete T-Beams as given in the current AASHTO Specifications, multiplied by the factor <math>\, (E_{slab}/E_{girder})</math> . The area shall include the transformed area of all longitudinal reinforcing bars within the effective width. The 1" integral wearing surface shall not be used in the effective slab depth.

'''Effective Flange Width'''

The effective flange width for Beam Types 2,3,4 & 6 should be calculated using AASHTO 8.10.1. For Beam Type 7, the effective flange width should be calculated using AASHTO 9.8.3.

'''Continuity at Intermediate Supports'''

Continuity will be obtained at intermediate supports by pouring a concrete diaphragm monolithic with the deck slab and encasing the prestressed girders. Reinforcing bars will tie the slab, diaphragms and girders together.

Reinforcing bars, <math>\, f_y</math> = 60,000 psi, will be placed in the deck slab for tensile
steel.

The ultimate negative moments should be 2.17 times the maximum live load moments including impact and 1.3 times moments for future wearing surface and dead load of curb, parapet or safety barrier curb and bridge rail.

The area of longitudinal reinforcing steel at the centerline of the intermediate bent should be determined on the basis of a cracked section. This area of reinforcing bars is to be provided by adding additional bars between the normal longitudinal bars at the top of the slab. #8 maximum bar size for additional bars over bents.

These special negative moment reinforcing bars should be ended by one of the following criteria (whichever is greater):

#Where the stress on the normal longitudinal reinforcing bars does not exceed 24,000 psi. as based on a cracked section, plus 15 bar diameters or development length.
#Not closer to the centerline of the intermediate bent than 1/10 of the span. (8' min.)

The concrete stress at the bottom of the girder should be checked at a point 70 strand diameters plus 9 inches from the centerline of the intermediate bent to see that the total compressive stress due to prestress and negative moment does not exceed 3,000 psi. (AASHTO. 9.7.2)

The positive moment at the intermediate bent should be provided for by extending the top two rows of the top strands (both straight or deflected) and if available, the number of bottom strands indicated in tables below bent to form a right angle hook.

'''Design of Negative Moment Reinforcement'''

Since most of the dead load moments are carried by the beam acting as a simple span, the negative design moment over piers is the live load plus impact moment. In most designs, the dead load applied after continuity is achieved should also be considered in the negative design moment. The effect of initial precompression due to prestress in the precast girders may be neglected in the negative moment computation of ultimate strength if the maximum precompression stress is less than <math>\, 0.4 f'_c</math> and the continuity reinforcement is less than 1.5 percent.

It will usually be found that the depth of the compression block will be less than the thickness of the bottom flange of the precast girder. For this reason, the negative moment reinforcement required can be determined by assuming the beam to be a rectangular section with a width equal to the bottom flange width of the girder. Due to the lateral restraint of the diaphragm concrete, ultimate negative compression failure in the PCA tests always occurred in the girders, even though the diaphragm concrete strength was about 1000 psi less than that of the girder concrete for this reason, it is recommended that the negative moment reinforce-ment be designed using the compressive strength of the girder concrete.

<center>[[Image:751.40 prestressed concrete i-girders-rectangular beam curves.gif]]</center>

<center>'''Rectangular Beam Curves'''</center>

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
!rowspan="2"|Web Thickness (Inches)
!colspan="5"|Number of Bottom Strands for Positive Moment Connection (C) for Closed Diaphragms
|-
!Beam Type 2 or Modified
!Beam Type 3 or Modified
!Beam Type 4 or Modified
!Beam Type 6 or Modified
!Beam Type 7 or Modified
|-
|6||6||8||10||--||18
|-
|6 1/2||--||--||--||14||--
|-
|7 (A)||8||10||10||--||--
|-
|7 1/2 (B)||--||--||--||16||--
|-
|8 (A)||8||10||12||--||--
|-
|8 1/2 (B)||--||--||--||16||--
|}

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
!rowspan="2"|Web Thickness (Inches)
!colspan="5"|Number of Bottom Strands for Positive Moment Connection (C) for Open Intermediate Diaphragms with Continuous Superstruecture
|-
!Beam Type 2 or Modified
!Beam Type 3 or Modified
!Beam Type 4 or Modified
!Beam Type 6 or Modified
!Beam Type 7 or Modified
|-
|6||12||16||16||--||22
|-
|6 1/2||--||--||--||22||--
|-
|7 (A)||12||16||16||--||--
|-
|7 1/2 (B)||--||--||--||22||--
|-
|8 (A)||12||16||16||--||--
|-
|8 1/2 (B)||--||--||--||22||--
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|(A)||align="left" width="400pt" |Modified Beam Type 2, 3 or 4.
|-
|valign="top"|(B)||align="left" width="400pt" |Modified Beam Type 6.
|-
|valign="top"|(C)||align="left" width="400pt" |If available, otherwise bend all bottom strands.
|}

'''Negative Moment Bar Cut-Off (Working Stress Controlling)'''

Area of slab bars required and stress in the slab bars are printed in program BR200.

Determine stress of the area of slab bars input into program at a point where the area required is larger than that input.

Interpolate along a straight line to where the stress is 24,000 psi.

Note: Negative moment bar computations use a cracked section analysis to determine stresses.

===== 751.40.8.10.1.2 Allowable Concrete Stresses =====

The following criteria is shown for clarity and is in accordance with AASHTO 9.15.

:<math>\, f'_c</math> = 5,000 psi,   <math>\, f'_{ci}</math> = 4,000 psi

A. Temporary stresses before losses except as noted:

*Compression...<math>\, 0.6 f'_{ci} = 0.6 \times 4,000psi = 2,448psi</math> (*)

*Tension
**Precompressed tensile zone ....................
***No temporary allowable stresses are specified. See paragraph "B" below.
***In tension areas with no bonded reinforcement...<math>\, 3 \sqrt{f'_{ci}} = 3 \sqrt{4,000} = 190 psi</math>
***Where the calculated tensile stress exceeds this value, bonded reinforcement shall be provided to resist the total tension force in the concrete computed on the assumption of an uncracked section. The maximum tensile stress shall not exceed...<math>\, 7.5 \sqrt{f'_{ci}} = 7.5 \sqrt{4,000} = 475 psi</math>

B. Stresses at service loads after losses:

*Compression...<math>\, 0.4 f'_c = 0.4 \times 5,000 = 2,000 psi</math>

*Tension in the precompressed tensile zone...
**(a) For members with bonded reinf. (**)...<math>\, 6 \sqrt {f'_c} = 6 \sqrt{5,000} = 425 psi</math>
**(b) For members without bonded reinf...<math>\, = Zero</math>

*Tension in other areas
**Tension in other area is limited by the allowable temporary stresses specified in "A" above.

C. Cracking stress:

*Modulus of rupture from tests or (for normal weight concrete)...<math>\, 7.5 \sqrt{f'_c} = 7.5 \sqrt {5,000} = 530 psi</math>

D. Negative moment stresses in girders made continuous after deadload of slab is in place:

*Tension in negative moment reinforcement...<math>\, f_y</math> = 60,000 psi,   <math>\, f_s</math> = 24,000 psi
*Compression in concrete at bottom of girder...<math>\, f'_c</math> = 5,000 psi,   <math>\, f_c = 0.6 f'_c</math>

(*) BR200 allows 2% overstress

(**)Strands qualify if not debonded at ends.

===== 751.40.8.10.1.3 Prestress Loss and Prestress Camber =====

<math>\, \Bigg[ \cfrac{ \overset{(SH)}{6,000} + \overset{(ES)}{ \frac {Es}{Ec_i}}fc + \overset{(CR_C)}{8.5 fc} + (5,000 - \overset{(CR_s)}{0.1 ES} - 0.05 (SH + CR_c))}{fs_i} \Bigg]</math>

{|
|rowspan="4" width="375pt"|Reduce to:     <math>\, \cfrac {10,700 + (0.9 \left( \frac{E_s}{Ec_i} \right) + 8.08) fc}{fs_i}</math>
|<math>\, SH</math>||width="150pt"|= Shrinkage
|-
|<math>\, ES</math>||width="150pt"|= Elastic Strain
|-
|<math>\, CR_c</math>||width="150pt"|= Concrete Creep
|-
|<math>\, CR_s</math>||width="150pt"|= Steel Creep
|}

{|
|valign="top"| <math>\, CR_c</math>||valign="top"|= <math>\, 12 fc_{ir} - 7 fc_{ds}</math>
|-
|<math>\, CR_c</math>||valign="top"|= <math>\, 12 fc - 7/2 fc = 8.5 fc</math>  (Approximate Estimate)
|-
|<math>\, Ec_i</math>||valign="top"|= <math>\, 150^{1.5} 33 \sqrt{f'c_i}</math>     <math>\, ES = \frac {Es}{Ec_i} fc_{ir} = \frac {Es}{Ec_i} fc</math>  (Approximate Estimate)
|-
|<math>\, fc_{ir}</math> ||valign="top"|= Concrete stress at centroid of P/S steel at point considered due to P/S and dead load at release.
|-
|<math>\, fc</math>||valign="top"|= <math>\, fc_{ir}</math> (Assume <math>\, fc_{ir} = fc</math>)
|-
|<math>\, fc</math>||valign="top"|= <math>\, 0.4(4,000) = 1,600 psi</math> (Estimate average)
|-
|<math>\, fc_{ds}</math> ||valign="top"|= Concrete stress at centroid of P/S Steel (due to dead load)(Assume fcds = 1/2 fc)
|-
|<math>\, fs_i</math> ||valign="top"|= Initial stress in P/S steel
|-
|<math>\, fs_i</math> ||valign="top"|= <math>\, 270,000 psi \times 75% = 202,500 psi</math>
|-
|<math>\, Ec_i</math> ||valign="top"|= <math>\, 150^{1.5} 33 \sqrt{4,000} = 3,834,253.5 psi</math>
|-
|<math>\, Es</math>||valign="top"|= <math>\, 28,000,000 psi</math> (AASHTO 9.16.2.1)
|-
|<math>\, \frac {Es}{Ec_i}</math> ||= <math>\, 7.30</math>
|}

<math>\, \frac {10,700 + (0.9 \times 7.30 + 8.08) 1,600}{202,500} = 16.9%</math>

<math>\, 202.5ksi \times 16.9% = 34.22ksi</math>

Total loss due to all causes, except friction, is 34.22 ksi. (Friction losses are applied to post-tensioned girder only.) Use 8.84% for initial loss and 8.84% for final loss for design.

<math>\, 202.5 ksi \times 8.84% = 17.90 ksi</math> = initial loss

<math>\, 202.5 - 17.90 = 184.60ksi</math>

<math>184.60ksi \times 8.84% = 16.32ksi</math> = final loss

<math>17.90 + 16.32 = 34.22ksi \approx 34.22ksi = 202.5ksi \times 16.9%</math> = total loss

In the above design example, if tension exceeds AASHTO Specifications, (425 psi for 5,000 psi concrete) the girder will have to be modified to limit stress to 425 psi.

{|
|valign="top"| <math>\, f'c</math>||valign="top"|= 6,000 psi
|-
|valign="top"| <math>\, f'c_i</math>||valign="top"|= 4,500 psi
|-
|colspan="2" valign="top"|Grade 270 low relaxation strands
|-
|valign="top"|<math>\, fc</math>||valign="top"|= <math>\, 0.4(4,500) = 1,800 psi</math> (Estimated average)
|-
|valign="top"|<math>\, Ec_i</math>||valign="top"|= <math>\, 150^1.5 33 \sqrt{f'c_i} = 4,066.840 psi</math>
|-
|valign="top"|<math>\, \frac{Es}{Ec}</math>||valign="top"|= <math>\, \frac{28,000,000}{4,066,840} = 6.89</math>
|-
|colspan="2" valign="top"|AASHTO 9.16.2.1.3: <math>\, CRc = 12fc - 7/2fc = 8.5fc</math> (approximate estimate)
|}

<math>\, \Bigg[ \overset{(SH)}{6,000} + \overset{(ES)}{ \frac {Es}{Ec_i}}fc + \overset{CR_c)}{8.5 fc} + (5,000 - \overset{(CR_s)}{0.1ES} - 0.05(SH + CR_c)) \Bigg]</math>

Reduce to:   <math>\, \cfrac{10,700 + (0.9 (\frac{Es}{Ec_i}) + 8.08) fc}{fs_i}</math>

{|
|valign="top"| <math>\, fc</math>||valign="top"|= <math>\, 0.4(4,500) = 1,800 psi</math> (estimated average)
|-
|<math>\, \frac{Es}{Ec_i}</math> ||= <math>\, 6.89</math>
|}

<math>\, fs_i</math> = Initial stress in low relaxation strands stressed to 75% of ultimate (*)

<math>\, fs_i</math> = 270,000 psi \times 75% = 202,500 psi

<math>\, \frac {10,700 + (0.9 \times 6.89 + 8.08) \times 1,800}{202,500} = 18.0%</math>

<math>\, 202.50 ksi \times 18.0% = 36.45 ksi</math> = total loss except friction

Use 9.44% for initial loss and 9.44% for final loss.

<math>\, 202.50 ksi \times 9.44% = 19.12 ksi</math> = initial loss

<math>\, 202.5 - 19.12 = 183.38 ksi</math>

<math>\, 183.38 ksi \times 9.44% = 17.31 ksi</math> = final loss

<math>\, 19.12 + 17.31 = 36.43 ksi \approx 36.45 ksi = 202.5 ksi \times 18.0%</math> = total loss

P/s force initial = <math>\, (183.38 ksi)(0.153 in.^2/strands)(no.\ of\ strands)</math>

P/s force final = <math>\, ((202.5 - 36.43) ksi)(0.153 in.^2/strand)(no.\ of\ strands)</math>

(*) Suggested by FHWA: when using 3/8" round strands, max. <math>\, fs_i = 0.7 \times 250 ksi\ or\ 0.7 \times ultimate\ stress</math>, whichever is smaller. Larger initial stresses will cause debonding.

'''Prestress Concrete Girder Formula for Stress Calculation'''

(-) Tension;   (+) Compression

'''Temp. Stress'''

{|
|width="75pt"|Allow Top||width="250pt"|<math>\, 7.5 \sqrt{f'c_i} = 0.474ksi</math> tension for||width="200pt"|<math>\, f'c_i = 4,000psi</math>
|-
|width="75pt"|Bottom||width="250pt"|<math>\, 0.6 f'c_i = 2.4 ksi</math> compression for||width="200pt"|<math>\, f'c_i = 4,000psi</math>
|}

:Temp. Top =
::<math>\, \frac{(1.0 - initial\ loss)(P/S\ F)}{Ag} - \frac{(1.0 - initial\ loss)(P/S\ F)(ECC_{nc}}{St_{nc}} + \frac{M_{Gdr}}{St_{nc}}</math>

:Temp. Bottom =
::<math>\, \frac{(1.0 - initial\ loss)(P/S\ F)}{Ag} - \frac{(1.0 - initial\ loss)(P/S\ F)(ECC_{nc}}{Sb_{nc}} + \frac{M_{Gdr}}{Sb_{nc}}</math>

'''Design Load Stress'''

{|
|width="75pt"|Allow Top||width="250pt"|<math>\, 0.4\ f'c = 2.0 ksi</math> compression for||width="200pt"|<math>\, f'c = 5,000psi</math>
|-
|width="75pt"|Bottom||width="250pt"|<math>\, 6.0 \sqrt{f'c} = 0.424 ksi</math> tension for||width="200pt"|<math>\, f'c = 5,000psi</math>
|}

:Top final =
::<math>\, Temp.\ Top\ Stress - \frac{(Final\ loss)(P/S\ F)}{A_c} + \frac{(Final\ loss)(P/S\ F)(ECC_c)}{St_c} + \frac{M_{Slb+Dph}}{St_{nc}} + \frac{M_{DLC}}{St_c}{st_c} + \frac{M_{LL+I}}{St_c}</math>

:Bottom final =
::<math>\, Temp.\ Bott.\ Stress - \frac{(Final\ loss)(P/S\ F)}{A_c} - \frac{(Final\ loss)(P/S\ F)(ECC_c)}{Sb_c} - \frac{M_{Slb+Dph}}{Sb_{nc}} - \frac{M_{DLC}}{Sb_c} - \frac{M_{LL+I}}{Sb_c}</math>

::0.153 sq. in. = Area of one 1/2 inch strand
::270 ksi = f's = Ult, Str. P/S Strand
::202.5 ksi = 0.75 (270) = Initial steel stress

:0.0884 = 8.84% Initial loss - low relaxation
:0.0884 = 8.84% Final loss - low relaxation
:4 Str. 2 Draped
:202.5 (0.153) = 30.98 kips/Str. P/s force
:6 Strands (30.98) = 185.90 P/s force

{|
|<math>\, A_c</math>||= Area Composite
|-
|<math>\, A_g</math>||= Area Girder
|-
|<math>\, Ecc_c</math>||= Eccentricity of prestress force of composite section
|-
|<math>\, Ecc_{nc}</math>||= Eccentricity of prestress force of non-composite section
|-
|<math>\, M_{DFLC}</math>||= Composite dead load moment
|-
|<math>\, M_{Gdr}</math>||= Girder dead load moment
|-
|<math>\, M_{LL+I}</math>||= Live load + impact moment
|-
|<math>\, M_{Slb+Dph}</math>||= Slab + diaphragm moment
|-
|<math>\, P/S\ F</math>||= Prestress forces in girder
|-
|<math>\, Sb_c</math>||= Composite section modulus at bottom of girder
|-
|<math>\, Sb_{nc}</math>||= Non-composite section modulus at bottom of girder
|-
|<math>\, St_c</math>||= Composite section modulus at top of girder
|-
|<math>\, St_{nc}</math>||= Non-composite section modulus at top of girder
|}

'''Prestress Camber'''

Reference: Computer Program BR139B

<center>[[Image:751.40 prestressed concrete i-girders-camber diagram.gif]]</center>

<math>\,
\begin{Bmatrix}
I4 = 107,888 in.^4\\
(non-transformed)\\
Beam\ wt. = 0.541\ (k/ft.)
\end{Bmatrix}
</math>   Used to resist uplift before beam is set on bent.

<math>\,
\begin{Bmatrix}
I4 = 114,383 in.^4\\
(transformed)\\
Slab\ wt. = 0.92\ (k/ft.)\\
Diaphragm\ wt. = 2.65\ (K)
\end{Bmatrix}
</math>   Used after beam is in place.

{|
|align="right"|Mult. factor||   <math>\, [1 + (1 - e^{-\phi})] = 1.77</math>
| rowspan="6" align="center" |
{| border="1" cellspacing="0" style="text-align:center"
|rowspan="2"|  ||colspan="2"|Mult. Factor <math>\, (F)</math>
|-
|<math>\, f'c</math> = 5,000psi||<math>\, f'c</math> = 6,000psi
|-
|Beam Type 3||1.780||1.773
|-
|Beam Type 4||1.772||1.765
|-
|Beam Type 4||1.775||1.768
|-
|Beam Type 6||1.761||1.754
|}
|-
|align="right"|<math>\, F</math>||= 1.77
|-
|align="right"|<math>\, e</math>||=2.718
|-
|align="right"|<math>\, \phi</math>||= \varepsilon\ creep \times E_{28\ days}
|-
|align="right" valign="top"|<math>\, \varepsilon\ creep</math>||width="300pt"|= (See page 3 PCA design of precast prestressed concrete girders. Use 40% factor based on creep at erection for 28 days.)
|}

The following formulas are used to determine:
*Camber due initial strand stress (inch),
*deflection due beam weight (inch),
*camber due strands, beam weight and 28 day creep (inch),
*camber L/4 due strands, beam weight and 28 day creep (inch),
*deflection due to slab weight (inch),
*camber centerline due strands, beam weight, 28 day creep, slab and diaphragm (inch), and
*camber quarterpoint due strands, beam weight, 28 day creep, slab and diaphragm (inch).

Formulas used:

Positive deflect up <math>\, \uparrow</math>

Negative deflect down <math>\, \downarrow</math>

<math>\, \uparrow \triangle_1 = 144 \times 10^3 \times \underset {(a = \big[ L - (centerline\ to\ centerline\ tie\ downs) \big] \div 2)ft.}{ \Bigg[ \frac{F_{01}(e_1)(L_2}{8E_i I} + \frac{F_{02}(e_2 + e_3}{E_i I} \Bigg( \frac{L_2}{8} - \frac{a^2}{6} \Bigg) - \frac{F_{02}(e_3(L^2)}{8E_i I} \Bigg]} </math>

Beam weight camber

<math>\, \downarrow \triangle_2 = \frac{5W_B(L^4)}{384E_iI} (1728 \times 10^3)</math>

Slab weight camber

<math>\, \downarrow \triangle_s = \Bigg[ \frac{5W_s(L^4)}{384E_fI_{TR}} + \frac{P(L^3)}{48E_fI_{TR}} + \frac{2PsX(3L^2 - 4X^2)}{48E_fI_{TR}} \Bigg] (1728 \times 10^3)</math>

Force straight strands (1/2" low relaxation strands)

:<math>\, F_{01} = (no.\ of\ straight\ strands) \times \big[ 31.0 - (17.1 \times 0.153) \big] kips</math>

Force draped strands ( 1/2 " low relaxation strands)

:<math>\, F_{02} = (no.\ of\ draped\ strands) \times \big[ 31.0 - (17.1 \times 0.153) \big]
kips</math>

:<math>\, 270 ksi \times 75% \times (0.153 sq.\ in.) = 31\ kips\ per\ strand</math>
:<math>202.5 \times (1-0.0884) = 184.6 ksi</math>
:<math>184.6 \times (1-0.0884) = 168.28 ksi</math>
:<math>202.5 - 168.28 = 34.22 ksi = Total\ loss</math>

:<math>Average\ loss = Totalloss/2 = 34.22/2 = 17.1 ksi</math>

{|
|<math>e_1</math>||= dist. centroid beam to centroid straight strand (in.)
|-
|<math>e_2</math>||= dist. centroid beam to low centroid draped at center of beam (in.)
|-
|<math>e_3</math>||= dist. centroid beam to up centroid draped at end of beam (in.)
|-
|<math>L</math>||= length (ft.) (cneterline bearing to centerline bearing).
|-
|<math>I</math>||= moment of inertia (in.2) non-transformed.
|-
|<math>I_{TR}</math>||= moment of inertia (in.2) transformed.
|-
|<math>Ps</math>||= concentrated loads due to variable slab thickness on each end.
|-
|<math>X</math>||= dist. from centerline brg. to Ps.
|-
|<math>P</math>||= concentrated load due to diaphragm at center of span (kips)
|-
|<math>W_B</math>||= uniform beam load (kips/ft.)
|-
|<math>W_S</math>||= uniform slab load (kips/ft.)
|-
|<math>F</math>||= factor for 28 day creep
|-
|<math>E_i</math>||= modulus of elasticity corresponding to initial girder concrete strength
|-
|<math>E_f</math>||= modulus of elasticity corresponding to final girder concrete strength
|}

<math>\, \triangle Centerline = F( \triangle_1 - \triangle_2) - \triangle_s</math>
::<math>\, \triangle\ at\ 0.10 = 0.314 ( \triangle\ at\ Centerline) </math>
::<math>\, \triangle\ at\ 0.20 = 0.593 ( \triangle\ at\ Centerline) </math>
::<math>\, \triangle\ at\ 0.25 = 0.7125 ( \triangle\ at\ Centerline) </math>
::<math>\, \triangle\ at\ 0.30 = 0.813 ( \triangle\ at\ Centerline) </math>
::<math>\, \triangle\ at\ 0.40 = 0.952 ( \triangle\ at\ Centerline) </math>

Note: Compute and show on plans camber at 1/4 points for bridges with spans less than 75', 1/10 points for spans 75' and over.

===== 751.40.8.10.1.4 Superstructure Design =====

'''Live Load Distribution'''

The live load distribution to girders may be assumed to be the same as the
AASHTO distribution for concrete floors on steel I-Beam stringers. These
factors may be found in [[751.40 Widening and Repair #751.40.8.2 Distribution of Loads]].

'''Ultimate Load Capacity'''

The ultimate load capacity shall be not less than 1.3 times (the weight of
the girder plus the weight of the slab and diaphragms plus the weight of the
future wearing surface) plus 2.17 times the design live load plus impact.

'''Ultimate Strength'''

The ultimate moment on a prestressed girder as determined in accordance
with the ultimate load capacity indicated above, shall not be greater than
the ultimate strength determined as follows:

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|Where   <math>\, t \le 0.2d</math>||  || Where   <math>\, t > 0.2d</math>
|-
|[[Image:751.40 prestressed concrete i-girders-ultimate strength diagram-1.gif]]||  
|[[Image:751.40 prestressed concrete i-girders-ultimate strength diagram-2.gif]]
|-
|<math>\, M_u = A_sf'_s (d -t/2)</math> or <math>\, M_u = 0.85 f'_c bt (d-t/2)</math>
|Use the lesser in each case
|<math>\, M_u = A_sf'_s (0.9d)</math> or <math>\, M_u = 0.85 f'_c b(0.2d)(0.9d)</math>
|}

Where:
{|
|<math>\, A_s</math>||= Area of p/s strands in bottom flange
|-
|<math>\, b</math>, <math>\, b'</math>, <math>\, t</math> & <math>\, d</math>||= as shown above
|-
|<math>\, f'_s</math>||= Ultimate strength of p/s strands
|-
|<math>\, f'_c</math>||= Ultimate strength of slab concrete = 4,000 psi
|}

'''Maximum Prestressing Steel Area'''

:<math>\, A_s = \frac{0.85 f'_c b t}{f'_s}</math>   When   <math>\, t \le 0.2d</math>

:<math>\, a_s = \frac{0.85 f._c b (0.2d)}{f'_s}</math>   When   <math>\, t > 0.2d</math>

In lieu of the above, AASHTO - Article 9.17 & 9.18 may be used. (This is the method used by computer program BR200)

===== 751.40.8.10.1.5 Web Reinforcement =====

(5" Min. - 21" Max. bar spacing for #4 bars)
(5" Min. - 24" Max. bar spacing for #5 bars)

<center>[[Image:751.40 prestressed concrete i-girders-web reinforcement diagram.gif]]</center>

(*) Prestressed concrete members shall be reinforced for diagonal tension stresses. Shear reinforcement shall be placed perpendicular to the axis of the member. The formula to be used to compute areas of web reinforcement is as follows:

:<math>\, A_V = \frac{(V_U - V_C)S}{2f_{sy}jd}</math>   Where   <math>\, V_C = (0.06f'c)b'jd</math>   but not more than <math>\, 180 b'jd</math>

:But shall not be less than   <math>\, A_V = \frac{100b's}{60,000} = 0.00167 b's</math>.

(**) Since large moments and large shears occur in the same area of the girder near the interior supports, the AASHTO formula (AASHTO - 9.20 -Shear) for computing the area of web reinforcement has been modified. The formula to be used to compute areas of web reinforcement near interior supports is as follows:

:<math>\, A_V = \frac{(V_U - V_C)S}{f_{sy}jd}; V_C = 180b'jd</math>

The value "jd" is the distance from the slab reinforcement to the center-of-gravity of the compression area under ultimate loads.

Use #4 shear reinforcement when possible. Alternate B1 bar will not work with #5.

'''Anchorage Zone Reinforcement - AASHTO Article 9.21.3'''

The following detail meets the criteria for anchorage zone reinforcement for pretensioned girders (AASHTO Article 9.21.3) for all MoDOT standard girder shapes.

{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|+'''Standard P/S Girder End Section'''
|[[Image:751.40 prestressed concrete i-girders-standard girder end-end section.gif]]
|[[Image:751.40 prestressed concrete i-girders-standard girder end-end elevation.gif]]
|}
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|align="right" valign="top"|*
|width="200" align="left"|2 3/4" (Type 2, 3 & 4) 5 1/4" (Type 6)
|-
|align="right" valign="top"|**
|width="200" align="left"|15 1/2" (Type 2, 3 & 4) 22 1/2" (Type 6)
|}

'''Sole Plate Anchor Studs'''

The standard 1/2" sole plate will be anchored with four 1/2" x 4" studs.

Studs shall be designed to meet the criteria of AASHTO Div. I-A in Seismic Performance Category C or D.

Stud capacity is determined as follows:

<math>\, Stud\ Cap. = (n)(As)(0.4Fy)(1.5)</math>

Where:
{|
|<math>\, n</math>||= no. of studs
|-
|<math>\, As</math>||= area of stud
|-
|<math>\, Fy</math>||= yield strength of stud (50 ksi)
|-
|<math>\, 0.4Fy</math>||= Allowable Shear in Pins AASHTO Table 10.32.1A
|-
|<math>\, 1.5</math>||= seismic overload factor
|}

If required, increase the number of 1/2" studs to six and space between open B2 bars. If this is still not adequate, 5/8" studs may be used. The following table may be used as a guide to upper limits of dead load reactions:

{|align="center"
|width="300pt"|The minimum 3/16" fillet weld between the 1/2" bearing plate and 1 1/2" sole plate is adequate for all cases.
| align="center" |
{| border="1" cellspacing="0" style="text-align:center"
|+Seismic Bearing Plate Anchor Design
|rowspan="2" width="50pt"|No. of Studs||width="50pt" rowspan="2"|Stud Dia.||colspan="2"|Max. Allowable D.L. Reaction (Kips)
|-
|A = 0.30||A = 0.36
|-
|4||1/2"||78||65
|-
|6||1/2"||117||98
|-
|4||5/8"||122||102
|-
|6||5/8"||184||153
|}
|}

===== 751.40.8.10.1.6 Strands – Miscellaneous =====

'''Detensioning'''

In all detensioning operations the prestressing forces must be kept symmetrical about the vertical axis of the member and must be applied in such a manner as to prevent any sudden or shock loading.

'''General Information'''

'''Splicing:'''

One approved splice per pretensioning strand will be permitted provided the splices are so positioned that none occur within a member. Strands which are being spliced shall have the same "Twist" or "Lay". Allowance shall be made for slippage of the splice in computing strand elongation.

'''Wire failure:'''

Failure of one wire in a seven wire pretensioning strand may be accepted, provided that, it is not more than two percent of the total area of the strands.

'''Sand Blasting:'''

On structures where it is questionable as to the clarity of areas to be sandblasted: show limits of sandblasted area in a plan view of details on girder ends (bent sheet). However, generally, sandblasting is covered by Missouri Standard Specification 705.4.14.

==== 751.40.8.10.2 Length ====

===== 751.40.8.10.2.1 Structure Length =====

<center>[[Image:751.40 prestressed concrete i-girders-structure length-integral end bents.gif]]</center>

<center>(*) Maximum length for End Bent to End Bent = 600 feet.</center>

<center>'''Typical Continuous Prestressed Structure''' '''(Integral End Bents)'''</center>

<center>[[Image:751.40 prestressed concrete i-girders-structure length-non integral end bents.gif]]</center>

<center>(**) Maximum length for End Bent to End Bent = 800 feet.</center>

<center>'''Typical Continuous Prestressed Structure''' '''(Non-Integral End Bents)'''</center>

==== 751.40.8.10.3 Miscellaneous Details ====

===== 751.40.8.10.3.1 Shear Blocks =====

A minimum of two Shear Blocks 12" wide x [[Image:751.40 circled 1.gif]] high by width of diaphragm, will be detailed at effective locations on open diaphragm bent caps when adequate structural restraint cannot be provided for with anchor bolts.

<center>[[Image:751.40 prestressed concrete i-girders-miscellaneous details-shear block.gif]]</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|[[Image:751.40 circled 1.gif]]||align="left" width="400pt" |Height of shear block shall extend a minimum of 1" above the top of the sole plate.
|}

===== 751.40.8.10.3.2 Anchor Bolts =====

'''Simple Spans'''

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.40 prestressed concrete i-girders-miscellaneous details-anchor bolts.gif]]
|-
!width="50%"|Expansion||width="50%"|Fixed
|-
!colspan="2"|Part Elevation
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left" width="400pt"|It is permissible for the reinforcing bars and or the strands to come in contact with the materials used in forming A.B. holes.
|-
|valign="top" align="right"| ||align="left" width="400pt"|If A.B. holes are formed with galvanized sheet metal, the forms may be left in place.
|-
|valign="top" align="right"| ||align="left" width="400pt"|Hole (1 1/2" round) to be grouted with expansive type mortar.
|}

===== 751.40.8.10.3.3 Dowel Bars =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 prestressed concrete i-girders-miscellaneous details-dowel bars part elevation.gif]]
|[[Image:751.40 prestressed concrete i-girders-miscellaneous details-dowel bars section a-a.gif]]
|-
!width="50%"|Part Elevation (Fixed Bent) (*)||width="50%"|Section A-A (*)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="300pt"|Details shown are for SPC A and B only.
|}

Dowel bars shall be used for all fixed intermediate bents under prestressed superstructures.

Seismic Performance Category A:
:Use #6 Bars @ 18" Cts. for dowel bars.

Seismic Performance Category B:
:Dowel bars shall be determined by design. (#6 Bars @ 18" Cts. minimum)
:Design dowel bars for shear using service load design.
:Allowable stresses are permitted to increase by 33.3% for earthquake loads.

Seismic Performance Categories C & D:
:See Structural Project Manager.

===== 751.40.8.10.3.4 Expansion Device Support Slots =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 prestressed concrete i-girders-miscellaneous details-exp device support holes part plan.gif]]
|-
!Part Plan of P/S Concrete I-Girder @ Expansion Device End
|-
|  
|-
|[[Image:751.40 prestressed concrete i-girders-miscellaneous details-exp device support holes part elevation.gif]]
|-
!Part Elevation of P/S Concrete I-Girder @ Expansion Device End
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="300pt"|Show these dimensions on the P/S concrete girder sheet.
|}

===751.40.8.11 Open Concrete Intermediate Bents and Piers===

====751.40.8.11.1 Design====

=====751.40.8.11.1.1 General and Unit Stresses=====

'''GENERAL'''

Use Load Factor design method, except for footing pressure and pile capacity where the Service Load design method shall be used.

In some cases, Service Load design method may be permitted on widening projects, see Structural Project Manager.

The terms, Intermediate Bents and Piers, are to be considered interchangeable for this Manual Section.

'''DESIGN UNIT STRESSES'''

(1) Reinforced Concrete

:{|
|-
|Class B Concrete (Substructure)||width="100"|<math>\, f_c</math> = 1,200 psi||width="100"|<math>\, f'_c</math> = 3,000 psi
|-
|Reinforcing Steel (Grade 60)||<math>\, f_s</math> = 24,000 psi||<math>\, f_y</math> = 60,000 psi
|-
|n = 10|| 
|-
|<math>\, E_c = W_1.5 \times 33 \sqrt{f'_c}</math>|| (AASHTO Article 8.7.1) (*)
|-
|}

(2) Reinforced Concrete (**)

:{|
|-
|Class B-1 Concrete (Substructure)||width="100"|<math>\, f_c</math> = 1,600 psi||width="100"|<math>\, f'_c</math> = 4,000 psi
|-
|Reinforcing Steel (Grade 60)||<math>\, f_s</math> = 24,000 psi||<math>\, f_y</math> = 60,000 psi
|-
|<math>\, n</math> = 8|| 
|-
|<math>\, E_c = W_1.5 \times 33 \sqrt{f'c}</math>|| (AASHTO Article 8.7.1) (*)
|-
|}

(3) Structural Steel

:Structural Carbon Steel (ASTM A709 Grade 36)
:::::::::<math>\, f_s</math> = 20,000 psi,   <math>\, f_y</math> = 36,000 psi

(4) Overstress

:The allowable overstresses as specified in AASHTO Article 3.22 shall be used where applicable for Service Load design method.

(*) Use <math>\, W = 150 \ pcf, \ E_c = 60,625 \sqrt{f'_c}</math>

(**) May be used for special cases, see Structural Project Manager.

=====751.40.8.11.1.2 Loads=====
(1) Dead Loads

(2) Live Loads

:As specified on the Design Layout.

:Impact of 30% is to be used for the design of beam, web supporting beam and top of columns. No impact is to be used for bottom of column, tie beam or footing design.

(3) Wind and Frictional Forces

(4) Temperature and Shrinkage

:The effect of normal and parallel components to the bent shall be considered. When bearings with high friction coefficients are used or for long bridge lengths, the columns and footings are to be analyzed for moments normal to the bent due to the horizontal deflection of the top of the bent.

(5) Buoyancy

:If specified by the Structural Project Manager, or by the Design Layout.

(6) Earth Pressure

:Bents are to be analyzed for moments due to equivalent fluid pressure on columns and web where the ground line at time of construction, or potential changes in the ground line, indicate.

(7) Earthquake

:See Structural Project Manager or Liaison.

(8) Special Stability Situations

:When indicated by the Design Layout or by the Structural Project Manager, piers must be analyzed for special loadings as directed (i.e., differential settlement).

(9) Collision

:Where the possibility of collision exists from railroad traffic, the appropriate protection system, for example Collision Wall, shall be provided (See the Design Layout).

(10) Collision Walls

:Collision walls are to be designed for the unequal horizontal forces from the earth pressure, if the condition exists (See the Design Layout). The vertical force on the collision wall is the dead load weight of the wall (*). If a bent has three or more columns, design the steel in the top of the wall for negative moment.

(*) For footing design, the eccentricity dead load moment due to an unsymmetrical collision wall shall be considered.

=====751.40.8.11.1.3 Distribution of Loads=====

(1) Dead Loads

:Loads from stringers, girders, etc. shall be concentrated loads applied at the centerline of bearing. Loads from superstructure, such as concrete slab spans, shall be applied as uniformly distributed loads.

(2) Live Loads

:Loads from stringers, girders, etc., shall be applied as concentrated loads at the intersection of centerline of stringer and centerline of bent.

(3) Wind and Frictional Forces

(4) Temperature

:Apply at the top of the substructure beam.

(5) Earth Loads
:(a) Vertical
::Vertical earth loads on tie beams shall be applied as uniform loads for a column of earth equal to 3 times the width of the beam. The weight of earth for footing design shall be that directly above the footing, excluding that occupied by the column.

::The earth above the seal courses shall be considered in computing pile loads. Refer to the Design and Dimension of the Pile Footings portion of this Manual Section.

:(b) Horizontal
<center>

[[Image:751.40 Open Concrete Int Bents and Piers- Distribution Loads.gif]]

</center>
(*) A factor of 2.0 is applied to the moment to allow for the possibility of the column esisting earth pressure caused by the earth behind the column twice the column width.

(6) Earthquake Loads

:See Structural Project Manager or Liaison.

(7) Seal Course

:The weight of the seal course shall not be considered as contributing to the pile loads, except for unusual cases.

=====751.40.8.11.1.4 Types of Design=====

'''TYPES OF DESIGN'''

Rigid frame design is to be used for the design of Intermediate Bents and
Piers.

The joint between the beam and column, and web or tie beam and column,
is assumed to be integral for all phases of design and must be analyzed
for reinforcement requirements as a "Rigid Frame".

The joint between the column and footing is assumed to be "fixed",
unless foundation fexibility needs to be considered (consult Structural
Project Manager for this assessment).

If the distance from the ground line to the footing is large (*),
consideration shall be given to assuming the column to be "fixed" at a
point below the ground line.

(*) When the distance from the ground line to the top of footing is 10' or more, the unsupported height and the fixed point may be measured from the bottom of the beam to the ground line plus 1/2 of the distance from the ground line to the top of the footing.

'''UNSUPPORTED HEIGHT'''

Unsupported height is the distance from the bottom of the beam to the
top of the footing.

'''SINGLE COLUMN'''

Use rigid frame design with the column considered "fixed" at the bottom for all of the conditions.

'''COLUMN DIAMETER CHANGE'''

Use a change in column diameter as required by the Design Layout or column design.

'''COLUMN SPACING (TRIAL)'''

(Except Web Supporting Beam type)

Estimate centerline-centerline column spacing for a two column bent as 72% of the distance from the centerline of the outside girder to the centerline of the outside girder.

A three column bent spacing estimation is 44% of the centerline-centerline outside girder spacing.

====751.40.8.11.2 Reinforcement====
=====751.40.8.11.2.1 Hammer Head Type=====
<center>
{|
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- Hammer Head Type- Part Plan.gif]]||[[Image:751.40 Open Concrete Int Bents and Piers- Hammer Head Type- Section A-A.gif]]
|-
|PART PLAN||SECTION A-A
|-
|rowspan="2"|[[Image:751.40 Open Concrete Int Bents and Piers- Hammer Head Type- Part Elev.gif]]||style="text-align:left"|Note: When an expansion device in the slab is used at an intermediate bent, all reinforcement located entirely within the beam shall be epoxy coated. See details of protective coating and sloping top of beam to drain.
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- Hammer Head Type- Part Section B-B.gif]]
|-
|PART ELEVATION||PART SECTION B-B
|-
|}
</center>

(*) Add hooked reinforcement as required by design.

(**) See AASHTO Article 8.18.2.3.4 for tie requirements.

[[Image:751.40 circled 1.gif]] All stirrups in beam to be the same size bar. (Use a min. spacing of 5" (6" for double stirrups), minimum stirrups are #4 at 12" cts., and maximum
stirrups are #6 at 6" cts.)

Locate #4 bars (┌─┐) under bearings if required. (Not required for P/S Double-Tee Girders.)

[[Image:751.40 circled 2.gif]] See development length (Other than top bars) or standard hooks in
tension, Ldh.

[[Image:751.40 circled 3.gif]] See lap splice class C.

====751.40.8.11.3 Pile Footings====
=====751.40.8.11.3.1 Design and Dimensions=====

'''GENERAL '''

:Number, size and spacing of piling shall be determined by computing the pile loads and applying the proper allowable overstresses.

:Cases of Loading: (AASHTO Article 3.22)

:Group I and Group II maximum vertical loads (refer to distribution of loads, this Section).

:Group III thru VI wind and/or temperature moments with applicable vertical loads.

:Internal stresses including the position of the shear line shall then be computed.

:Long narrow footings are not desirable and care should be taken to avoid the use of an extremely long footing 6~0" wide when a shorter footing 8'-3" or 9'-0" wide could be used.

:Footings are to be designed for the greater of the minimum moment requirements at the bottom of the column, or the moments at the bottom of the footing.

:When using the load factor design method for footings, design the number of piles needed based on the working stress design method.

'''PILE LOADS'''

<math>\, P = N/n \pm M/S</math>
:{|
|<math>\, P</math>|| - Pile Loads
|-
|<math>\, N</math>|| - Vertical Loads
|-
|<math>\, n</math>|| - Number of Piles
|-
|<math>\, M</math>|| - Overturning Moment
|-
| ||If minimum eccentricity controls the moment in both directions,
|-
| ||It is necessary to use the moment in one direction (direction with
|-
| ||less section modulus of pile group) only for the footing check.
|-
|<math>\, S</math>|| - Section Modulus of Pile Group
|}

:'''(A) AASHTO Group I thru VI Loads as applicable'''

:Maximum <math>\, P</math> = Pile Capacity
:Minimum <math>\, P = 0</math> (zero)

:Tension on a pile will not be allowed for any combination of forces.

:Pile design force shall be calculated with consideration of AASHTO percentage overstress factors.

:'''(B) Earthquake Loads'''

See Structural Project Manager or Liaison before using the following seismic information.

:Point Bearing Pile

:: Maximum <math>\, P = Pile\ capacity\ \times 2</math> (**)
:: (i.e., for HP 10 X 42 piles, Max. <math>\, P = 56\ \times 2 = 112</math> tons/pile)
:: Minimum <math>\, P</math> = Allowable uplift force specified for piles in this
:: Section under Seal Course Design.

:: (**) Two "2" is our normal factor of safety. Under earthquake loadings only the point bearing pile and rock capacities are their ultimate capacities.

:Friction Piles

:: Maximum <math>\, P</math> = Pile Capacity
:: Minimum <math>\, P</math> = Allowable uplift force specified for piles in this
:: Section under Seal Course Design.
:: See combined axial & bending stresses in Cast-In-Place friction piles in liquefaction areas.

'''(1) Shear Line'''

{|
|-
|width="400"|If the shear line is within the column projected, the footing may be considered satisfactory for all conditions and standard #6 hairpin bars shall be used.

If the shear line is outside of the column projected, the footing must be analyzed and reinforced for bending and checked for shear stress (see following sheet, this Bridge Manual Section).

Footing depths may be increased, in lieu of reinforcement, if an increase would be more economical. (6'-0" Maximum depth, with 3" increments.)
||[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Internal Stresses.gif]]
|-
|}

'''(2) Bending'''

The critical section for bending shall be taken at the face of the columns (concentric square of equivalent area for round columns).

The reinforcement shall be as indicated for reinforced footings, except that the standard #6 hairpin bars may be used for small footings if they provide sufficient steel area.

'''(3) Distribution of Reinforcement'''

Reinforcement in Bottom of Footing
<center>
[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Distribution of Reinforcement.gif]]
</center>

Reinforcement shall be distributed uniformly across the entire width of footing in the long direction. In the short direction, the portion of the total reinforcement given by AASHTO Equation 4.4.11.2.2-1 shall be distributed uniformly over a band width equal to the length of the short side of the footing, <math>\, B</math>.

:Band Width Reinforcement = <math>2(total\ reinforcement\ in\ short\ direction)/(\beta + 1)</math>

:where <math> \beta = the\ ratio\ of\ fooring\ lenth\ to\ width = L/B</math>

The remainder of the reinforcement required in the short direction shall be distributed uniformly outside the center band width of footing.

Reinforcement in Top of Footing

Reinforcement in the top of the footing shall be provided based on a seismic analysis for Seismic Performance Categories B, C and D. This reinforcement shall be at least the equivalent area as the bottom steel in both directions. The top steel shall be placed uniformly outside the column.

'''(4) Shear'''

(AASHTO Article 8.15.5 or 8.16.6)

The shear capacity of footing in the vicinity of concentrated loads shall be governed by the more severe of the following two conditions.

(i) Beam shear

Critical Section at "d" distance from face of column.

{|
|-
|width="250"|b = Footing Width Service Load||rowspan="6"|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Internal Stresses- Part Plan of Footing- Beam Shear.gif]]
|-
|Service Load
|-
|<math>\, v = V / \left(b d \right)</math>||
|-
|<math>\, v_c = 0.95 \sqrt{f'_c}</math>||
|-
|Load Factor||
|-
|<math>\, V_u / \left(\omega b d \right)</math>||
|-
|<math>\, v_c = 2.0 \sqrt{f'_c}</math>
!style="text-align:center"|PART PLAN OF FOOTING
|-
|}

(ii)Peripheral Shear

Critical Section at "d/2" distance from face of column.

<math>\, b_o = 4(d + Equiv.\ square\ column\ width)</math>

{|
|-
|width="250"|Service Load||rowspan="5"|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Internal Stresses- Part Plan of Footing- Peripheral Shear.gif]]
|-
|<math>\, v = V / \left(b_o d \right)</math>||
|-
|<math>\, v = 1.8 \sqrt{f'_c}</math>||
|-
|Load Factor||
|-
|<math>\, V_u / \left(\omega b_o d \right)</math>||
|-
|<math>\, v_c = 4.0 \sqrt{f'c}</math>
!align="center"|PART PLAN OF FOOTING
|}

If shear stress is excessive, increase footing depth.

{|
|valign="top"|[[Image:751.40 circled 1.gif]]||Piles to be considered for shear. (Center of piles are at or outside the critical section.)
|}

{|style="text-align:center"
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Design and Dims- Side Elev.gif]]||[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Design and Dims- Front Elev.gif]]
|-
!SIDE ELEVATION||FRONT ELEVATION
|}

{|
|valign="top"|[[Image:751.40 circled 1.gif]]||Min. = 1/8 x (Distance from top of beam to bottom of footing.)
|-
|valign="top"|[[Image:751.40 circled 2.gif]]||3'-0" (Min.) & 6'-0" (Max.) for steel HP piles, 14" CIP piles. AASHTO Article 4.5.6.4 shall be considered if piles are situated in cohesive soils.
|-
|valign="top"| ||3D (Min.) and 6D (Max.) for 20" and 24" CIP piles. (D = pile diameter)
|-
|valign="top"|[[Image:751.40 circled 3.gif]]||Indicates column diameter, or column length or width on a hammer head pier.
|-
|valign="top"|[[Image:751.40 circled 4.gif]]||Min. = 2'-6" or column diameter (*) (Or width) for friction piles for SPC A.
|-
|valign="top"| ||Min. = 3'-0" or column diameter (*) (Or width) for steel piles for SPC A.
|-
|valign="top"| ||Min. = 3'-0" or column diameter (*) (Or width) for friction piles for SPC B,C,& D.
|-
|valign="top"| ||Min. = 3'-6" or column diameter (*) (Or width) for steel piles for SPC B, C & D.
|-
|valign="top"|[[Image:751.40 circled 5.gif]]||12" for seismic performance category A and 18" for SPC B, C, & D.
|-
|valign="top" align="left"|(*)||For column diameters 4'-0" and greater use a 4'-0" min. footing thickness.
|-
|valign="top" align="left"|(**)||Use 18" for steel HP piles, 14" CIP piles, prescase and prestress piles.
|}

<center>

[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Design and Dims- Typ Plan of 3 Pile Footing.gif]]

'''TYPICAL PLAN OF 3 PILE FOOTINGS''' (minimum pile spacings)
</center>

NOTES:

Use 3- piles on exterior foorings only.

Use only HP 10 x 42 or friction piles on three pile footings.

<center>

[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- Design and Dims- Typ Plan of Staggered Pile.gif]]

'''TYPICAL PLAN STAGGERED PILE'''

(7 Pile footings shall not be used.)
</center>

{|
|valign="top"|[[Image:751.40 circled 1.gif]]||If horizontal thrust requires pile batter- consult the Structural Project Manager.
|}

(*) The maximum pile spacing is 4'-0".

=====751.40.8.11.3.2 Reinforcement=====

'''Unreinforced Footing - Use only in Seismic Performance Category A'''

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footing- Reinforcement- Elev 3 Pile Footing.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footing- Reinforcement- Elev 4 Pile Footing.gif]]
|-
!Elevation (3 Pile Footing)||Elevation (4 Pile Footing
|-
|colspan="2"|  
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footing- Reinforcement- Plan 3 Pile Footing.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footing- Reinforcement- Plan 4 Pile Footing.gif]]
|-
!Plan (3 Pile Footing)||Plan (4 Pile Footing
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |See lap splice class C (Other than top bars).
|-
|valign="top" align="right"|Notes:||align="left" width="400pt" |Reiforcement not required by design. Hairpins are sufficient for renforcing requirements.
|-
|valign="top" align="right"| ||align="left" width="400pt" |The minimum percentage of reinforcement, "P" , is not required to be met, unless scour is anticipated.
|-
|valign="top" align="right"| ||align="left" width="400pt" |Use for all types of piling, except timber.
|}

'''Reinforced Footing - Seismic Performance Category A'''

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|-
|[[Image:751.40 seismic performance category a footing reinforcement front elevation.gif]]
|[[Image:751.40 seismic performance category a footing reinforcement side elevation.gif]]
|-
!Front Elevation||Side Elevation
|-
|colspan="2"|  
|-
|  
|[[Image:751.40 Open Concrete Int Bents and Piers-reinforcement-seismic performance category a footing reinforcement plan.gif]]
|-
! ||Plan
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |See lap splice class C (Other than top bars).
|-
|valign="top" align="right"|Note:||align="left" width="400pt" |The maximum size of stress steel allowed is #8 bars.
|}

'''Reinforced Footing - Seismic Performance Categorys B, C & D'''

See Structural Project Manager or Liaison before using the following seismic details.

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|-
|[[Image:751.40 seismic performance category b c & d footing reinforcement front elevation.gif]]
|[[Image:751.40 seismic performance category b c & d footing reinforcement side elevation.gif]]
|-
!Front Elevation||Side Elevation
|-
|colspan="2"|  
|-
|valign="bottom"|[[Image:751.40 Open Concrete Int Bents and Piers- Pile Footings- typical detail pile channel shear connector.gif]]
|rowspan="2"|[[Image:751.40 seismic performance category b c & d footing reinforcement plan of top reinforcement.gif]]
|-
!Typical Detail Pile Channel Shear Connector
|-
!  ||Plan Showing Top Reinforcement
|-
|colspan="2"|  
|-
|  
|[[Image:751.40 seismic performance category b c & d footing reinforcement plan of bottom reinforcement.gif]]
|-
!  ||Plan Showing Bottom reinforcement
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |For reinforcement in top of the footing, see lap splice class C (Top bars).
|-
|valign="top" align="right"|(**)||align="left" width="400pt" |Place the top reinforcement uniformly outside the column.
|-
|valign="top" align="right"|(***)||align="left" width="400pt" |Use same area of steel in the top of the footing as is required for the bottom.
|-
|valign="top" align="right"|Notes:||align="left" width="400pt" |For reinforcement in bottom of the footing, see lap splice Class C (Other than top bars).
|-
|  ||align="left" width="400pt" |The maximum size of stress steel allowed is #8 bars.
|-
|  ||align="left" width="400pt" |Unreinforced footings shall not be used in seismic performance categories B, C & D.
|}

====751.40.8.11.4 Spread Footings====
=====751.40.8.11.4.1 Design and Dimensions=====

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|-
|width="250pt"|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-side elevation.gif]]
|width="250pt"|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-front elevation.gif]]
|-
!Side Elevation||Front Elevation
|}

{|align="center"
|-
|d||= column diameter
|-
|L||= footing length
|-
|b||= footing depth
|-
|B||= footing width
|-
|A||= edge distance from column
|}

The calculated bearing pressure shall be less than the ultimate capacity of the foundation soil. The ultimate capacity of the foundation soil can be conservatively estimated as 2.0 times the allowable bearing pressure given on the Design Layout. The analysis method of calculating bearing pressures is outlined in the following information.

'''Dimensional Requirements'''

{|
|valign="top"|'''L''' -||Minimum of 1/6 x distance from top of beam to bottom of footing (3" increments);
|-
|valign="top"|'''B''' -||Minimum footing width is column diameter + 2A, (3" increments);
|-
|valign="top"|'''A''' -||Minimum of 12";
|-
|valign="top"|'''b''' -||Minimum of 30" or column diameter, Maximum of 72" at 3" increments; (for column diameters 48" and greater use a 48" minimum footing depth.)
|}

'''Size'''

The size of footing shall be determined by computing the location of the resultant force and by calculating the bearing pressure.

Long, narrow footings are to be avoided, especially on foundation material of low capacity. In general, the length to width ratio should not exceed 2.0, except on structures where the ratio of the longitudinal to transverse loads or some other consideration makes the use of such a ratio limit impractical.

'''Location of Resultant Force'''

The location of the resultant force shall be determined by the following equations.

The Middle 1/3 is defined as: <math>\, \frac{e_L}{L} + \frac{e_B}{B} \le \frac{1}{6}</math>

The Middle 1/2 is defined as: <math>\, \frac{e_L}{L} \le \frac{1}{4}</math> and <math>\, \frac{e_B}{B} \le \frac{1}{4}</math>

The Middle 2/3 is defined as: <math>\, \frac{e_L}{L} \le \frac{1}{3}</math> and <math>\, \frac{e_B}{B} \le \frac{1}{3}</math>

The following table specifies requirements for the location of the resultant force.

{|border="1" style="text-align:center;" cellpadding="5" align="center"
|-
!width="150pt"|Soil Type||width="150pt"|Resultant Location Group I - VI||width="150pt"|Resultant Location Earthquake Loads Categories B, C and D
|-
|align="left" width="150pt"|Clay, clay and boulders, cemented gravel, soft shale with allowable bearing values less than 6 tons, etc.
|middle 1/3
|middle 1/2
|-
|align="left" width="150pt"|Rock, hard shale with allowable bearing values of 6 tons or more.
|middle 1/2
|middle 2/3
|}

'''Bearing Pressure'''

The bearing pressure for Group I thru VI loads shall be calculated using service loads and the allowable overstress reduction factors as specified in AASHTO Table 3.21.1A. The calculated bearing pressure shall be less than the allowable pressure given on the Design Layout.

The bearing pressure for Earthquake Loads in Categories B, C, and D shall be calculated from loads specified in AASHTO Division I-A Seismic Design, Sections 6.2.2, 7.2.1, and 7.2.2. The seismic design moment shall be the elastic seismic moment (EQ) divided by the modified response modification factor R'. The modified seismic moment shall then be combined independently with moments from other loads:

Group Load = <math>\, 1.0(D + B + SF + E + EQ/R')</math>

Where:
{|
|<math>\, D</math>||= dead load
|-
|<math>\, B</math>||= buoyancy
|-
|<math>\, SF</math>||= stream flow pressure
|-
|<math>\, EQ</math>||= elastic seismic moment
|-
|<math>\, E</math>||= earth pressure
|-
|<math>\, R'</math>||= R/2 for category B
|-
| ||= 1 for categories C and D
|-
|colspan="2"| 
|-
|<math>\, R</math>||= Response Modification Factor
|-
| ||= 5 for multi-column bent
|-
| ||= 3 for single-column bent
|}

The calculated bearing pressure shall be less than the ultimate capacity of the foundation soil. The ultimate capacity of the foundation soil can be conservatively estimated as 2.0 times the allowable bearing pressure given on the Design Layout. The analysis method of calculating bearing pressures is outlined in the following information.

<center>See AASHTO 4.4.2 for explanation of notations.</center>

<center>[[Image:751.40 sketch of dimensions for footings subjected to eccentric loading.gif]]</center>

<center>'''Sketch of Dimensions for Footings Subjected to Eccentric Loading'''</center>

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|-
!For   <math>\, e_L < L/6</math>
!For   <math>\, L/6 < e_L < L/2</math>
|-
|colspan="2"|  
|-
|<math>\, q_{max} = \frac{Q (1 + \frac{6e_L}{L})}{BL}</math>
|<math>\, q_{max} = \frac{2Q}{3B (L/2 - e_L)}</math>
|-
|colspan="2"|  
|-
|<math>\, q_{min} = \frac{Q (1 - \frac{6e_L}{L})}{BL}</math>
|<math>\, q_{min} = L_1 = 3(L/2 - e_L)</math>
|-
|colspan="2"|  
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-plan view 1.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-plan view 2.gif]]
|-
!Plan View||Plan View
|-
|colspan="2"|  
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure 1.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure 2.gif]]
|-
!Bearing Pressure||Bearing Pressure
|}

<center>'''Bearing Pressure for Footing Loaded Eccentrically About One Axis'''</center>

{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:center"
|-
!colspan="2"|CASE 1||CASE 2
|-
|colspan="2"|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure case 1 plan view.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure case 2 plan view.gif]]
|-
|colspan="2"| ||k, x and y from AASHTO chart
|-
|colspan="2"|<math>\, q_{max} = \frac{R}{BL} (1 + \frac{6e_L}{L} + \frac{6e_B}{B})</math>
|<math>\, q_{max} = \frac{KR}{BL}</math>
|-
!colspan="2"|CASE 1 Plan View||CASE 2 Plan View
|-
|colspan="3"| 
|-
!colspan="2"|CASE 3||CASE 4
|-
|colspan="2"|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure case 3 plan view.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-bearing pressure case 4 plan view.gif]]
|-
|<math>\, r = j/n</math>
|<math>\, s = 1 + r + r^2</math>
|rowspan="3"|<math>\, q_{max} = \frac{3R}{8FG}</math>
|-
|<math>\, g = \frac{n(1 + rs)}{4s}</math>
|<math>\, f = \frac{L(3s - r - 2)}{4s}</math>
|-
|<math>\, q_{max} = \frac{6R}{Lns}</math>
| 
|-
!colspan="2"|CASE 3 Plan View||CASE 4 Plan View
|}

<center>'''Bearing Pressure for Footing Loaded Eccentrically About Two Axes'''</center>

'''Loading Cases'''

Loads for Groups I thru VI shall be calculated for all bridges.

Earthquake loads shall be calculated when the bridge is in Seismic Zones B, C, and D.

Loads for other group loadings shall be used on a case by case basis.

'''Reinforcement'''

The footing is to be designed so that the shear strength of the concrete is adequate to handle the shear stress without the additional help of reinforcement. If the shear stress is too great, the footing depth should be increased.

'''Shear'''

The shear capacity of the footings in the vicinity of concentrated loads shall be governed by the more severe of the following two conditions.

'''Critical section at "d" distance from face of column:'''

{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 critical section at d dist from face of column.gif]]
|-
!Load Factor
|}
{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:left"
|-
|<math>\, V_n = V_u/(\phi bd)</math>
|-
|<math>\, V_c = 2 \sqrt{f'_c}</math>
|-
|<math>\, b</math> = footing width
|}

'''Critical section at "d/2" distance from face of column:'''

{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 critical section at d divided by 2 dist from face of column.gif]]
|-
!Load Factor
|}
{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:left"
|-
|<math>\, V_n = V_u/(\phi b_0d</math>
|-
|<math>\, V_c = 4 \sqrt{f'_c}</math>
|-
|<math>\, b_0 = 4(d + Equivalent\ square\ column\ width)</math>
|-
|colspan="2"|If shear stress is excessive, increase footing depth.
|}

'''Bending'''

If the shear line is within the projected equivalent square column, the footing may be considered satisfactory for all conditions. (minimum reinforcement required)

If the shear line is outside of the projected column, the footing must be analyzed and reinforced for bending and checked for shear stress.

<center>[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-shear line diagrams.gif]]</center>

The critical section for bending shall be taken at the face of the equivalent square column. The equivalent square column is the theoretical square column which has a cross sectional area equal to the round section of the actual column and placed concentrically.

'''Reinforcement in Bottom of Footing'''

The bearing pressure used to design bending reinforcement for Group I thru VI loads shall be calculated using Load Factor Loads.

The bearing pressure used to design bending reinforcement for Earthquake Loads in Categories B, C, and D shall be calculated from the same loads as specified in AASHTO Division 1-A Seismic Design for ultimate bearing pressure.

The bottom reinforcement shall be designed using ultimate strength design.

'''Distribution of Reinforcement'''

{|border="0" cellpadding="4" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-design and dimensions-distribution of reinforcement.gif]]
|-
|L = Footing Length
|-
|B = Footing Width
|}

Reinforcement shall be distributed uniformly across the entire width of footing in the long direction. In the short direction, the portion of the total reinforcement given by AASHTO Equation 4.4.11.2.2-1 shall be distributed uniformly over a band width equal to the length of the short side of the footing, B.

:<math>\, Band\ Width\ Reinforcement = 2(total\ reinforcement\ in\ short\ direction)/(\beta + 1)</math>
:<math>\, \beta = the\ ratio\ of\ footing\ length\ to\ width = L/B</math>

'''Reinforcement in Top of Footing'''

Reinforcement in the top of the footing shall be provided for Seismic Performance Categories B, C, and D. This reinforcement shall be the equivalent area as the bottom steel in both directions. The top steel shall be placed uniformly outside the column.

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|+'''Reinforcement Details - Seismic Performance Category A'''
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-SPC A reinforcement details-front elevation.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-SPC A reinforcement details-side elevation.gif]]
|-
!Front Elevation||Side Elevation
|}

{|border="0" cellpadding="1" cellspacing="0" align="center" style="text-align:center"
|+'''Reinforcement Details - Seismic Performance Categorys B, C & D'''
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-SPC b c & d reinforcement details-front elevation.gif]]
|[[Image:751.40 Open Concrete Int Bents and Piers- spread footings-SPC b c & d reinforcement details-side elevation.gif]]
|-
!Front Elevation||Side Elevation
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |Use same area of steel in the top of the footing as is required for the bottom.
|}

===751.40.8.12 Concrete Pile Cap Intermediate Bents===

====751.40.8.12.1 Design====

=====751.40.8.12.1.1 Unit Stresses=====

{|border="0"

|(1)||Reinforced Concrete
|-
| ||Class B Concrete (Substructure)||<math>\, f_c</math> = 1,200 psi||<math>\, f'_c</math> = 3,000 psi
|-
| ||Reinforcing Steel (Grade 60||<math>\, f_s</math> = 24,000 psi||<math>\, f_y</math> = 60,000 psi
|-
| ||<math>\, n</math> = 10
|-
| ||colspan="3"|<math>\, E_c = 3,122 ksi (Ec = W^{1.5} \times 33 \sqrt{f'_c}, Ec = 57,000 \sqrt{f'c}</math>
|-
| 
|-
|(2)||Structural Steel
|-
| ||Structural Carbon Steel (ASTM A709 Grade 36)||<math>\, f_s</math> = 20,000 psi||<math>\, f_y</math> = 36,000 psi
|-
| 
|-
|(3)||Piling
|-
| 
|-
|(4)||Overstress
|-
| ||colspan="3"|The allowable overstresses as specified in AASHTO Article 3.22 shall be used where applicable for service loads.
|}

=====751.40.8.12.1.2 Loads=====

{|border="0"

|(1)||Dead Loads
|-
| 
|-
|(2)||Live Load
|-
| ||As specified on Design Layout.
|-
| ||Impact of 30% is to be used for design of the beam. No impact is to be used for design of any other portion of bent including the piles.
|-
| 
|-
|(3)||Temperature, Wind and Frictional Loads
|}

=====751.40.8.12.1.3 Distribution of Loads=====

{|border="0"

|(1)||Dead Loads
|-
| ||Loads from stringers, girders, etc. shall be concentrated loads applied at the intersection of centerline of stringer and centerline of bearing. Loads from concrete slab spans shall be applied as uniformly, distributed loads along the centerline of bearing.
|-
| 
|-
|(2)||Live Load
|-
| ||Loads from stringers, girders, etc. shall be applied as concentrated loads at the intersection of centerline of stringer and centerline of bearing. For concrete slab spans distribute two wheel lines over 10'-0" (normal to centerline of roadway) of substructure beam. This distribution shall be positioned on the beam on the same basis as used for wheel lines in Traffic Lanes for Substructure Design.
|-
| 
|-
|(3)||Temperature, Wind and Frictional Loads
|}

=====751.40.8.12.1.4 Design Assumptions=====

'''LOADINGS'''

{|border="0"

|(1)||colspan="2"|Beam
|-
| ||colspan="2"|The beam shall be assumed continuous over supports at centerline of piles.
|-
| ||colspan="2"|Intermediate bent beam caps shall be designed so that service dead load moments do not exceed the cracking moment of the beam cap (AASHTO Article 8.13.3, Eq. 8-2).
|-
| 
|-
|(2)||colspan="2"|Piles
|-
| ||(a)||Bending
|-
|colspan="2"| ||Stresses in the piles due to bending need not be considered in design calculations for Seismic Performance Category A.
|-
| ||(b)||Dead Loads, etc.
|-
|colspan="2"| ||Dead load of superstructure and substructure will be distributed equally to all piles which are under the main portion of the bent.
|}

====751.40.8.12.2 Reinforcement====
=====751.40.8.12.2.1 General=====

'''PRESTRESS DOUBLE-TEE STRUCTURES'''

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Bents_with_3_thru_6_in_crown).gif]]</center>

<center>'''BENTS WITH 3" THRU 6" CROWN'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Section_AA).gif]]
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Section_BB).gif]]
|-
|'''SECTION A-A'''||'''SECTION B-B'''
|}

{|border="0"

|(*)||Channel shear connectors are to be used in Seismic Performance Categories B, C & D. For details not shown, see this Section.
|-
|valign="top"|(**)||2'-6" Min. for Seismic Performance Category A. 2'-9" Min. for Seismic Performance Categories, B, C & D.
|-
|colspan="2"|Note: Use square ends on Prestress Double-Tee Structures.
|}

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Bents_with_crown_over_6_in).gif]]</center>

<center>'''BENTS WITH CROWN OVER 6"'''</center>

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Bents_with_crown_over_6_in)_(Section_AA).gif]]||[[Image:751.40_Conc_Pile_Cap_Int_Bents_PS_Dbl_Tee_(Bents_with_crown_over_6_in)_(Section_BB).gif]]
|-
|'''SECTION A-A'''||'''SECTION B-B'''
|}

{|border="0"

|(*)||Channel shear connectors are to be used in Seismic Performance Categories B, C & D.
|-
|valign="top"|(**)||2'-6" Min. for Seismic Performance Category A. 2'-9" Min. for Seismic Performance Categories, B, C & D.
|-
|colspan="2"|Note: Use square ends on Prestress Double-Tee Structures.
|}

=====751.40.8.12.2.2 Anchorage of Piles for Seismic Performance Categories B, C & D=====

'''STEEL PILE'''

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_Steel_Pile_(Part_Elevation).gif]]
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_Steel_Pile_(Sec_thru_beam).gif]]
|-
|'''PART ELEVATION'''||'''SECTION THRU BEAM'''
|-
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_Steel_Pile_(Part_Plan).gif]]
|-
|'''PART PLAN'''
|}

'''CAST-IN-PLACE PILE'''

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_CIP_Pile_(Part_Elevation).gif]]
|width="300"|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_CIP_Pile_(Sec_thru_beam).gif]]
|-
|'''PART ELEVATION'''||'''SECTION THRU BEAM'''
|-
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Reinf_CIP_Pile_(Part_Plan).gif]]
|-
|'''PART PLAN'''
|}

=====751.40.8.12.2.3 Beam Reinforcement Special Cases=====

'''SPECIAL CASE I'''

If centerline bearing is 12" or less on either side of centerline piles, for all piles (as shown above), use 4-#6 top and bottom and #4 at 12" cts. (stirrups), regardless of pile size.

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_Beam_Reinf_(Special_Case_I).gif]]</center>

'''SPECIAL CASE II'''

When beam reinforcement is to be designed assuming piles to take equal force, design for negative moment in the beam over the interior piles.

[[Image:751.40_Conc_Pile_Cap_Int_Bents_Beam_Reinf_(Special_Case_II).gif]]

(*) Dimensions shown are for illustration purposes only.

====751.40.8.12.3 Details====
=====751.40.8.12.3.1 Sway Bracing=====

'''(Use when specified on Design Layout)'''

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_Sway_Bracing_(Steel_&_CIP_Pile).gif]]</center>

{|border="0" align="center" style="text-align:center"

|width="250"|'''STEEL BEARING PILE'''||width="250"|'''CAST-IN-PLACE PILE'''
|}

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_Sway_Bracing_(Alternate_Steel_Pile).gif]]</center>

<center>'''ALTERNATE STEEL BEARING PILE'''</center>

Attention Designers and Detailers:

{|border="0"

|(1)||Omit sway bracing if less than 10'-0" (Cast-In-Place piles only).
|-
|valign="top"|(2)||When angle slope of bracing becomes less than 15° to the horizontal, omit the diagonal angles and use the horizontal angles only (Except on four pile bents, then use alternate shown above).
|}

Note: In case of a large number of piles, see the Structural Project Manager.

=====751.40.8.12.3.2 Miscellaneous Details for Prestressed Girder=====

'''PRESTRESSED GIRDERS (INTEGRAL INT. BENT)'''

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_Misc_Details_PS_Girders_(Integral_Int_Bent)_Jt_Filler_Detail.gif]]</center>

<center>'''DETAIL OF JOINT FILLER AT INT. BENTS (Continuous Spans - No Longitudinal Beam Steps)'''</center>

{|border="0"

|(*)||¼ Joint Filler for a P/S Double Tee Structure
|-
| ||½ Joint Filler for a P/S I-Girder Structure
|}

'''PRESTRESSED GIRDERS (NON-INTEGRAL INT. BENT)'''

<center>[[Image:751.40_Conc_Pile_Cap_Int_Bents_Misc_Details_PS_Girders_(Non_Integral_Int_Bent)_Jt_Filler_Detail.gif]]</center>

<center>'''DETAIL OF JOINT FILLER AT INT. BENTS Longitudinal Beam Step and Shear Blocks shown)'''</center>

'''DETAILS OF CONST. JOINT KEY'''

{|border="0" align="center" style="text-align:center"

|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Misc_Details_Const_Jt_Key_(Part_Elevation).gif]]
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Misc_Details_Const_Jt_Key_(Part_Section_PS_I_Girders).gif]]
|[[Image:751.40_Conc_Pile_Cap_Int_Bents_Misc_Details_Const_Jt_Key_(Part_Section_Dbl_Tee_Girders).gif]]
|-
|'''PART ELEVATION'''||'''PART SECTION THRU KEYS (P/S I-GIRDERS)'''||'''PART SECTION THRU KEYS (P/S DOUBLE TEE GIRDERS)'''
|}

===751.40.8.13 Concrete Pile Cap Non-Integral End Bents===

====751.40.8.13.1 Design====

=====751.40.8.13.1.1 Unit Stresses=====

{|border="0"

|(1)||Reinforced Concrete
|-
| ||Class B Concrete (Substructure)||<math>\, f_c</math> = 1,200 psi||<math>\, f'_c</math> = 3,000 psi
|-
| ||Reinforcing Steel (Grade 60)||<math>\, f_s</math> = 24,000 psi||<math>\, f_y</math> = 60,000 psi
|-
| ||<math>\, n</math> = 10
|-
| ||colspan="3"|<math>\, E_c = W^{1.5} \times 33 \sqrt{f'_c}</math> AASHTO Article 8.7.1) (*)
|-
| 
|-
|(2)||Structural Steel
|-
| ||Structural Carbon Steel (ASTM A709 Grade 36)||<math>\, f_s</math> = 20,000 psi||<math>\, f_y</math> = 36,000 psi
|-
| 
|-
|(3)||Piling
|-
| 
|-
|(4)||Overstress
|-
| ||colspan="3"|The allowable overstresses as specified in AASHTO Article 3.22 shall be used where applicable for Service Loads design method.
|-
|(*)||colspan="3"| <math>\, E_c = 57,000 \sqrt{f'c} W</math> = 145 pcf., <math>\, Ec = 60,625 \sqrt{f'c}</math> for <math>\, W</math> = 150 pcf.
|}

=====751.40.8.13.1.2 Loads=====

{|border="0"

|(1)||Dead Loads
|-
| 
|-
|(2)||Live Load
|-
| ||As specified on the Design Layout
|-
| ||Impact of 30% is to be used for design of the beam. No impact is to be used for design of any other portion of bent including the piles.
|-
| 
|-
|(3)||Temperature, Wind and Frictional Loads
|-
| ||Wind and temperature forces can be calculated based on longitudinal force distribution.
|}

=====751.40.8.13.1.3 Distribution of Loads=====

{|border="0"

|(1)||Dead Loads
|-
| ||Loads from stringers, girders, etc. shall be concentrated loads applied at the intersection of centerline of stringer and centerline of bearing.
|-
| 
|-
|(2)||Live Load
|-
| ||Loads from stringers, girders, etc. shall be applied as concentrated loads at the intersection of centerline of stringer and centerline of earing.
|-
| 
|-
|(3)||Temperature
|-
| ||The force due to expansion or contraction applied at bearing pads are not used for stability or pile bearing computations. However, the movement due to temperature should be considered in the bearing pad design and expansion device design.
|-
| 
|-
|(4)||Wing with Detached Wing Wall
|}

<center>[[Image:751.40_Detached_Wing_Wall_Section_AA.gif]]</center>

<center>'''SECTION A-A'''</center>

<center>[[Image:751.40_Detached_Wing_Wall_Detail_B.gif]]</center>

<center>'''DETAIL B'''</center>

{|border="0"

|(*)||Detached wing wall shown is for illustration purpose only. Design detached wing wall as a retaining wall.
|-
|(**)||See retaining wall design.
|}

=====751.40.8.13.1.4 Design Assumptions - Loadings=====

{|border="0"

|'''1)'''||colspan="3"|'''Piles'''
|-
| ||valign="top"|a.||colspan="2"|Stresses in the piles due to bending need not be considered in design calculations except for seismic design in categories B, C and D.
|-
| ||b.||colspan="2"|The following four loading cases should be considered.
|-
| || ||colspan="2"|
{|border="1" style="text-align:center" cellpadding="5" cellspacing="0"

|Case||Vertical Loads||Horizontal Loads||Special Consideration
|-
|I||DL + E + SUR||EP + SUR||-
|-
|II||DL + LL + E + SUR||EP + SUR||-
|-
|III||DL + LL + E||EP||-
|-
|IV||DL + LL + E||None||Allow 25% Overstress
|}
|-
| || ||colspan="2"|Where,
|-
| || ||LL||= live load
|-
| || ||DL||= dead load of superstructure, substructure and one half of the apporach slab
|-
| || ||SUR||= two feet of live load surcharge
|-
| || ||E||= dead load of earth fill
|-
| || ||EP||= equivalent fluid pressure of earth
|-
| || ||colspan="2"|Maximum pile pressure = pile capacity
|-
| || ||colspan="2"|Minimum pile pressure = 0 (tension on a pile will not be allowed for any combination of forces exept as noted)
|-
| 
|-
|'''2)'''||colspan="3"|'''Analysis Procedure'''
|-
| ||a.||colspan="2"|''Find the lateral stiffness of a pile, <math>\, K_\delta</math>'':
|-
| || ||colspan="2"|With fixed pile-head (i.e., only translation movement is allowed but no rotation allowed): The lateral stiffness of a pile can be estimated using Figures 1 and 3 or 2 and 3 for pile in cohesionless or cohesive soil, respectively. The method of using Figures 1, 2, and 3 to find lateral stiffness is called Linear Subgrade Modulus Method. Usually the significant soil-pile interaction zone for pile subjected to lateral movement is confined to a depth at the upper 5 to 10 pile diameters. Therefore, simplified single layer stiffness chart shown in Figure 3 is appropriate for lateral loading. The coefficient <math>\, f</math> in Figures 1 and 2 is used to define the subgrade modulus <math>\, E_s</math> at depth “z” representing the soil stiffness per unit pile length. For the purpose of selecting an appropriate <math>\, f</math> value, the soil condition at the upper 5 pile diameters should be used. Since soil property, friction angle <math>\, \phi</math>, or cohesion c, is needed when Figure 1 or 2 is used, determine soil properties based on available soil boring data. If soil boring data is not available, one can conservatively use <math>\, f</math> value of 0.1 in Figure 3. Designer may also use soil properties to convert SPT N value to friction angle <math>\, \phi</math>, or cohesion c, for granular or cohesive soil, respectively. Figures 1 and 2 were based on test data for smaller-diameter (12 inches) piles, but can be used for piles up to about 24 inches in diameter. In Figure 2, the solid line (by Lam et al. 1991) shall be used in design.
|-
| ||b.||colspan="2"|''Find the axial stiffness of a pile, <math>\, K_a</math>'':
|-
| || ||colspan="2"|For friction pile, <math>\, K_a</math> may be determined based on a secant stiffness approach as described in Bridge Manual Section 6.1 – Seismic Design or by the in-house computer program “SPREAD” where <math>\, K_a</math> is calculated as:
|-
| || ||colspan="2"|<math>\, \frac{1}{K_a} = \frac{1}{AE / L'} + \frac{1}{K_{Q_f}} + \frac{1}{K_{Q_b}}</math>   Equation (1)
|-
| || ||colspan="2"|Where:
|-
| || ||<math>\, A</math>||= cross sectional area of pile
|-
| || ||<math>\, E</math>||= elastic modulus of pile
|-
| || ||<math>\, L'</math>||= total length of pile
|-
| || ||<math>\, K_{Q_f}</math>||= secant stiffness due to ultimate friction capacity of the pile as described in Bridge Manual Section 6.1
|-
| || ||<math>\, K_{Q_f}</math> ||= secant stiffness due to ultimate bearing capacity of the pile as described in Bridge Manual Section 6.1
|-
| ||colspan="3"|For HP bearing pile on rock <math>\, K_a</math> shall be calculated as:
|-
| || ||colspan="2"|<math>\, \frac{1}{K_a} = \frac{1}{AE / L'} + \frac{1}{K_{Q_f}}</math>   Equation (2)
|-
| || ||colspan="2"|Or Conservatively, <math>\, K_a</math> may be determined as:
|-
| || ||colspan="2"|<math>\, K_a = \frac{AE}{L'}</math>   Equation (3)
|-
| 
|-
|align="center" colspan="4"|[[Image:751.40_Subgrade_Modulus_with_Depth_for_Sand.gif]]
|-
| 
|-
|align="center" colspan="4"|'''Recommended Coefficient <math>f</math> of Variation in Subgrade Modulus with Depth for Sand'''
|-
| 
|-
|align="center" colspan="4"|[[Image:751.40_Subgrade_Modulus_with_Depth_for_Clay.gif]]
|-
| 
|-
|align="center" colspan="4"|'''Recommended Coefficient <math>\, f</math> of Variation in Subgrade Modulus with Depth for Clay'''
|-
| 
|-
|align="center" colspan="4"|[[Image:751.40_Lateral_Embedded_Pile-Head_Stiffness.gif]]
|-
|align="center" colspan="4"|
{|border="0" align="center" style="text-align:center" cellpadding="5"

|'''PILE HEAD AT GRADE LEVEL'''|| ||'''EMBEDDED PILE HEAD'''
|}
|-
| 
|-
|align="center" colspan="4"|'''Lateral Embedded Pile-Head Stiffness'''
|-
| 
|-
| ||c.||colspan="2"|''Find the equivalent cantilever pile length, <math>\, L</math>''
|-
| || ||colspan="2"|For the structural model used in the structural analyses of loading cases I through IV. As shown in figure below, length L can be calculated as:
|-
| || ||colspan="2"|<math>\, L = \Bigg(\frac{12EI}{K_\delta}\Bigg)^{1/3}</math>   Equation (4)
|-
| 
|-
|colspan="4" align="center"|[[Image:751.40_Structural_Model.gif]]
|-
| 
|-
|colspan="4" align="center|'''Structural Model'''
|-
| 
|-
| ||d.||colspan="2"|''Find the equivalent pile area, <math>\, A_e</math> :
|-
| || ||colspan="2"|Once the equivalent cantilever pile length has been determined from step (c) above, the equivalent axial rigidity of the pile, <math>\, A_e \times E_e</math> , can be calculated as <math>\, A_e \times E = K_a L</math>. Then, the equivalent pile area, <math>\, A_e</math> , is equal to
|-
| || ||colspan="2"|<math>\, A_e = \frac{K_aL}{E}</math>   Equation (5)
|-
| 
|-
| ||e.||colspan="2"|''Perform structural analyses for loading cases I through IV.
|-
| || ||colspan="2"|Use computer programs STRUCT3D, SAP2000 or any other program capable of running static analysis.
|-
| 
|-
| ||f.||colspan="2"|''Check abutment movement at the top of backwall and at the bottom of beam cap''
|-
| || ||colspan="2"|Maximum movement away from the backfill shall not be greater than 1/8". Maximum movement toward the backfill shall not be greater than 1/4".
|-
| 
|-
| ||g.||colspan="2"|''Check pile axial loads from the analysis with the allowable pile axial load capacity.
|-
| 
|-
| ||h.||colspan="2"|''Check overturning of bent''
|-
| || ||colspan="2"|Conservatively, use the same equivalent cantilever pile length, <math>\, L</math>. Check overturning of bent at the bottom of toe pile for loading cases I and II(Figure of Structural model).
|-
| || ||colspan="2"|
{|border="1" style="text-align:center" cellpadding="5" cellspacing="0"

|Case I||Point of Investigation||Vertical Loads||Horizontal Loads||Factor of Safety (**)
|-
|I||Toe Pile||DL + E||EP + SUR||1.2
|-
|II||Toe Pile||DL + LL + E||EP + SUR||1.5
|}
|-
| 
|-
|'''5)'''||colspan="3"|'''Deadman Anchorage System'''
|-
| ||colspan="3"|Deadman anchorage can be used when the abutment movement exceeds the allowable movement.
|-
| ||colspan="3"|The size and location of deadman anchorage shall be designed appropriately to maintain the stability of the abutment.
|-
| ||colspan="3"|The deadman forces may be used to resist overturning with the approval of the Structural Project Manager.
|-
| 
|-
|'''6)'''||colspan="3"|'''Passive Pressure Shear Key (if applicable)'''
|-
| ||colspan="3"|Passive pressure shear key may be used when the abutment movement exceeds the allowable movement.
|-
| ||colspan="3"|The passive resistance of soil to the lateral force at shear keys may be used with the approval of structural project manager.
|}

=====751.40.8.13.1.5 Deadman Anchors=====

'''Design Assumptions'''

<center>[[Image:751.40_Deadman_Anchor_Design_Assumption_Detail.gif]]</center>

{|border="0" cellpadding="3"

| ||Length of Deadman = <math>\, (F_E + F_S / (P_P - P_A)</math>
|-
| ||Number of tie rods required = <math>\, (F_E + F_S) / F_R</math>
|-
| ||<math>\, P_A</math> = Active earth pressure on deadman, in lb./ft. = (120 pcf) <math>\, K_A hT</math>
|-
|(**)||<math>\, P_P</math> = Passive earth pressure on deadman, in lb./ft. = (120 pcf) <math>\, K_P hT</math>
|-
| ||<math>\, F_E</math> = Earth pressure on end bent, in lb. = 0.5(120 pcf)<math>\, K_A H^2</math> (length of beam)
|-
| ||<math>\, F_S</math> = Surcharge on end bent, in lb. = <math>\, (120 pcf)(2')K_A H (length\ of\ beam)</math>
|-
| ||<math>\, K_A = Tan^2 (45^\circ - \phi/2)</math>
|-
| ||<math>\, K_P = Tan^2 (45^\circ - \phi/2)</math>
|-
|valign="top"|(***)||<math>\, F_R</math> = 8.0 kips for 7/8" Ø tie rod and 10.50 kips for 1" Ø tie rods (Capacity of the tie rods based on a maximum skew of 30°.)
|-
| 
|-
|align="right"|*||If the number of 7/8" Ø tie rods causes too long of a deadman, then try 1" Ø tie rods.
|-
|align="right"|**||For seismic loads only, use <math>\, P_P</math> = 4 kips/sq.ft. as the ultimate capacity of compacted fill.
|-
|align="right"|***||For seismic loads only, the allowable stress in the tie rod may be taken as the yield stress of the rod.
|}

Notes:

No more than 20% of deadman may fall outside of the roadway shoulders. To prevent more than 20% limit, using a deeper deadman to reduce its length. If this is not possible, the total passive pressure resistance should be calculated by summing the resistance from the different fill depths.

When deadman anchors are to be used, design the piles for a factor of safety of 1.0 for sliding and design deadman anchors to resist all horizontal earth forces with a factor of safety of 1.0. This will result in a factor of safety for sliding of 2.0. For special cases, see the Structural Project Manager.

'''Design Example'''

{|border="0"

|colspan="2"|Assume:
|-
|width="25"| ||Roadway width = 36', Out-Out slab width = 36' + 2 x 16" = 38.67'
|-
|width="25"| ||Skew = <math>\, 15^\circ</math>, Length of Beam = <math>\, (38.67')/(Cos 15^\circ) = 40.03'</math>
|-
|width="25"| ||Beam depth = <math>\, 3^\prime-0^{\prime\prime} </math>, <math>\, \phi = 27^\circ</math>, <math>\, H = 8.20'</math>
|-
| 
|-
|width="25"| ||<math>\, \frac{H}{3} = \frac{8.20'}{3} = 2.73'</math>
|-
|width="25"| ||<math>\, 3^\prime - 2.73^\prime = 0.27^\prime < 9^{\prime\prime}</math>, use <math>\, 9^{\prime\prime}</math>
|-
|width="25"| ||<math>\, h = H - (Beam\ depth) + 9^{\prime\prime} = 8.20^\prime - 3^\prime + 0.75 = 5.95^\prime</math>
|-
|width="25"| ||Assume <math>\, T = 2^\prime-0^{\prime\prime} </math> (Deadman anchor depth)
|}

{|border="0" cellpadding="5"

|colspan="4"|Determine Earth and Surcharge Forces
|-
|width="25"| ||<math>\, K_A</math>||=||<math>\, Tan^2 (45^\circ - \varnothing/2) = Tan^2 (45^\circ - 27^\circ/2) = 0.3755</math>
|-
|width="25"| ||<math>\, K_P</math>||=||<math>\, Tan^2 (45^\circ - \varnothing/2) = Tan^2 (45^\circ - 27^\circ/2) = 2.6629</math>
|-
|width="25"| ||<math>\, F_e</math>||=||<math>\, \frac{1}{2} (120 K_AH^2)(Length\,of\,Beam)</math>
|-
|width="25" colspan="2"| ||=||<math>\, (60 lb./cu.ft.)(0.3755)(8.20')^2(40.03')</math>
|-
|width="25" colspan="2"| ||=||<math>\, 60,842 lbs.</math>
|-
|width="25"| ||<math>\, F_s</math>||=||<math>\, (2')(120 K_AH)</math><math>(Length\,of\,Beam)</math>
|-
|width="25" colspan="2"| ||=||<math>\, (240 lb./cu.ft.)(0.3755)(8.20')(40.03')</math>
|-
|width="25" colspan="2"| ||=||<math>\, 297,582 lbs.</math>
|-
|width="25"| ||<math>\, P_A</math>||=||<math>\, 120 K_Ah\;T</math>
|-
|width="25" colspan="2"| ||=||<math>\, (120 lb./cu.ft.)(0.3755)(5.95')(2.0')</math>
|-
|width="25" colspan="2"| ||=||<math>\, 536 lbs.\,per\,foot\,of\,Deadman</math>
|-
|width="25"| ||<math>\, P_P</math>||=||<math>\, 120 K_Ph\;T</math>
|-
|width="25" colspan="2"| ||=||<math>\, (120 lb./cu.ft.)(2.6629)(5.95')(2.0')</math>
|-
|width="25" colspan="2"| ||=||<math>\, 3,803 lbs.\,per\,foot\,of\,Deadman</math>
|}

{|border="0"

|colspan="2"|Determine number of Tie Rods required
|-
|width="25"| ||Try 7/8"Ø Rods: <math>\, F_R = 8.0</math> kips
|-
|width="25"| ||Number of Rods required = <math>\, (F_E + F_S)/F_R = (60,642 + 29,582)/8,000 = 11.29</math>
|-
|width="25"| ||Use 12-7/8"Ø Rie Rods.
|}

{|border="0"

|colspan="2"|Determine length of Deadman
|-
|width="25"| ||Length of Deadman required = <math>\, (F_E + F_S)/(P_P - P_A = {(60,642 + 29,582) lbs.}/{(3,803 - 536) lb/ft.} = 27.62'</math>
|-
|width="25"| ||Tie Rod spacing = <math>\, (27.62^\prime - 2.0^\prime )/11 = 2.33^\prime say 2^\prime-4^{\prime\prime} > 12^{\prime\prime}</math> minimum, ok.
|-
|width="25"| ||Length of Deadman provided = <math>\, (2'-4^{\prime\prime})(11) + 2.0^\prime = 27^\prime-8^{\prime\prime}</math>
|}

<center>[[Image:751.40_Deadman_Anchor_Design_Example_Detail_1.gif]]</center>

<center><math>\, \phi = 27^\circ</math></center>

<center><math>\, 45^\circ - \frac{\phi}{2} = 31.5^\circ</math></center>

{|border="0" cellpadding="5"

|1)||colspan="2"|Check tie rod skew angle at Fill Face of End Bent
|-
| || <math>\, (5.5\ spacing)(30.5^{\prime\prime} - 28^{\prime\prime}) = 13.75^{\prime\prime}, tan</math> || <math>\, \phi = 13.75^{\prime\prime}/(24.33 \times 12^{\prime\prime}) = 0.471</math>
|-
|colspan="2"| ||<math>\, \phi = 2.70^\circ < 30^\circ</math>, tie capacity ok.
|-
| 
|-
|colspan="3" align="center"|[[Image:751.40_Deadman_Anchor_Design_Example_Detail_2.gif]]
|-
| 
|-
|2)||colspan="2"|Check criteria for Deadman Anchors extending into Fill Slope
|-
| 
|-
|colspan="3" align="center"|[[Image:751.40_Deadman_Anchor_Design_Example_Detail_3.gif]]
|}

:{|border="0"

|A)||colspan="3"|Extension of Deadman into Fill Slope
|-
| ||colspan="3"|Length of Deadman extending into Fill Slope = <math>\, 1.08^\prime tan 15^\circ +</math>
|-
| ||width="10"| ||colspan="2"| <math>\, (13.83^\prime - ((15.04^\prime + 3.87^\prime) - 24.33^\prime tan 15^\circ)) = 1.73^\prime</math>
|-
|colspan="2"| ||colspan="2"|0.2 (Length of Deadman) = <math>\, 0.2 (27.67^\prime) = 5.53^\prime</math>
|-
|colspan="2"| ||width="60"| ||<math>\, 1.73^\prime < 5.53^\prime</math>
|-
| ||colspan="3"|Length of Deadman extending into Fill Slope <math>\, < 0.2</math> (Length of Deadman), ok
|-
| 
|-
|colspan="4"|Note: See below for Section A-A details.
|-
| 
|-
|B)||colspan="3"|Cover of Deadman in Fill Slope
|-
| ||colspan="3"|<math>\, 1.44^\prime \times (cos 15^\circ) = 1.39^\prime</math>
|}

<center>[[Image:751.40_Deadman_Anchor_Design_Example_Detail_4.gif]]</center>

<center>'''SECTION A-A DETAIL AT FILL SLOPE'''</center>

Note:

(*) Fill slope shown is for illustration purpose only, see roadway plans.

====751.40.8.13.2 Reinforcement====
=====751.40.8.13.2.1 Wide Flange Beams, Plate Girders and Prestressed Girders=====

'''END BENT WITH EXPANSION DEVICE'''

{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.40_Reinf_End_Bent_With_Exp_Device_Sec_AA.gif]]
|rowspan="4"|[[Image:751.40_Reinf_End_Bent_With_Exp_Device_Part_Elevation.gif]]
|-
|'''SECTION A-A'''
|-
| 
|-
| 
|-
| ||'''PART ELEVATION'''
|}

Notes:

(1) See details for reinforcement of end bent backwall.

(2) #6-H bars and #4-H bars in backwall of skewed bridges shall be bent in field if required.

(3) Center #5 bars in backwall.

Epoxy coat all reinforcing in end bents with expansion devices. See ______ for details of protective coating and sloping top of beam to drain.

{|border="0" cellpadding="5" align="center" style="text-align:center"

|rowspan="2"|[[Image:751.40_Reinf_End_Bent_With_Exp_Device_Part_Plan_BB.gif]]
|width="250"|[[Image:751.40_Reinf_End_Bent_With_Exp_Device_Detail_of_-5_Shape_19_Bar.gif]]
|-
|'''DETAIL OF #5 BARS SHAPE 19'''
|-
|'''PART PLAN B-B'''
|}

'''END BENT WITHOUT EXPANSION DEVICE'''

{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.40_Reinf_End_Bent_Without_Exp_Device_Sec_AA.gif]]
|rowspan="4"|[[Image:751.40_Reinf_End_Bent_Without_Exp_Device_Part_Elevation.gif]]
|-
|'''SECTION A-A'''
|-
| 
|-
| 
|-
| ||'''PART ELEVATION'''
|}

{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.40_Reinf_End_Bent_Without_Exp_Device_Part_Plan_BB.gif]]
|valign="top"|
{|border="0" cellpadding="3" style="text-align:left"

|valign="top"|(1)||#5 Dowel bars are 2'-6" long and placed parallel to centerline roadway.
|-
|valign="top"|(2)||#6-H bars and #4-H bars in backwall of skewed bridges shall be bent in field.
|-
|valign="top"|(3)||For skewed bridges with no expansion device place a #4 bar along skew.
|-
|valign="top"|(4)||See details of end bent backwall for reinforcement.
|-
|valign="top"|(5)||Seal joint with joint sealant. See special provisions.
|-
|colspan="2"|Note: See Structural Project Manager before using this detail.
|}
|-
|'''PART PLAN B-B
|}

'''END BENT WING'''

{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.40_Reinf_End_Bent_Wing_Sec_AA.gif]]|
|rowspan="3"|[[Image:751.40_Reinf_End_Bent_Wing_Typ_Elevation.gif]]
|-
|'''SECTION A-A'''
|-
| 
|-
| ||'''TYPICAL ELEVATION OF WING'''
|}

Note: (1) Development length

{|border="0" cellpadding="5" align="center" style="text-align:center"

|valign="top"|
{|border="1" cellpadding="5" align="center" style="text-align:center"

|h||(2)||(3)
|-
|2' or less||#4 @ 12"||#6 @ 6"
|-
|Over 2' to 4'||#5 @ 6"||#7 @ 6"
|-
|Over 4' to 6'||#7 @ 5"||#8 @ 5"
|}
|[[Image:751.40_Reinf_End_Bent_Wing_Sec_BB.gif]]
|-
| ||'''SECTION B-B'''
|-
|[[Image:751.40_Reinf_End_Bent_Wing_Part_Sec_With_Passive_Pressure.gif]]
|rowspan="2"|[[Image:751.40_Reinf_End_Bent_Wing_Horiz_Sec_Thru_Wing.gif]]
|-
|'''PART SECTION THRU BENTS WITH PASSIVE PRESSURE'''
|-
| ||'''HORIZONTAL SECTION THRU WING''' (K bars not shown for clarity)
|}

'''END BENT BEAM HEEL'''

{|border="0" cellpadding="5" align="center" style="text-align:center"

|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Elev_AA.gif]]
|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Square.gif]]
|-
|'''ELEVATION A-A (TYP.)'''||'''PART PLAN OF BEAM (SQUARE)'''
|-
|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Skews_thru_15_deg.gif]]
|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Skews_thru_15_deg_(2).gif]]
|-
|colspan="2"|'''PART PLAN OF BEAM - SKEWS THRU 15° - LEFT ADVANCE SHOWN'''
|}

{|border="0" cellpadding="5" align="center" style="text-align:center"

|rowspan="2"|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Skews_over_15_deg_(1).gif]]
|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Skews_over_15_deg_(Sec_BB).gif]]
|rowspan="2"|[[Image:751.40_Reinf_End_Bent_Beam_Heel_Part_Plan_-_Skews_over_15_deg_(2).gif]]
|-
|'''SECTION B-B''' 
|-
|colspan="3"|'''PART PLAN OF BEAM - SKEWS OVER 15° - LEFT ADVANCE SHOWN'''
|}

Note:

Vertical spacing for #7 bars shown in Elevation A-A is typical for all types of end bent beams.

For a long distance between heel pile and bearing beam investigate for use of larger bars; e.g. larger skews where the shear line does not fall within the bearing beam.

{|border="1" cellpadding=6" cellspacing="1" align="center" style="text-align:center"

|rowspan="2" width="150"|Pile Load Not Greater||rowspan="2" width="150"|(1)<math>*</math> Hair-Pin Stirrups||colspan="4"|(2) Horizontal Rebar around Heel Pile
|-
|width="75"|Skew thru 30°  ||width="75"|Skew 31° thru 45°||width="75"|Skew 46° thru 60°||width="75"|Skew over 60°
|-
|140 kips||#6 @ 9"||5-#7||5-#7||5-#8||By Design
|-
|194 kips||#6 @ 6"||5-#7||5-#8||By Design||By Design
|}

<math>*</math> Use 21" horizontal leg.

'''END BENT BACKWALL'''

<center>[[Image:751.40_Reinf_End_Bent_Backwall_Part_Section.gif]]</center>

<center>'''PART SECTION THRU BACKWALL AND BEAM'''</center>

{|border="1" cellpadding="5" cellspacing="1" align="center" style="text-align:center"

|colspan="4"|'''V-BAR SIZE AND SPACING'''
|-
|h (feet)||t (inch)||Fill Face Reinforcement||Front Face Reinforcement
|-
|1-6||12||#5 @ 12"||#5 @ 12"
|-
|7||12||#5 @ 12"||#5 @ 12"
|-
|8||12||#5 @ 12"||#5 @ 12"
|-
|9||12||#6 @ 12"||#5 @ 12"
|-
|10||12||#6 @ 10"||#5 @ 12"
|-
|11||15||#6 @ 10"||#5 @ 12"
|-
|12||15||#6 @ 8"||#5 @ 12"
|-
|13||18||#6 @ 8"||#5 @ 12"
|-
|14||18||#6 @ 6"||#5 @ 12"
|}

Note:

All reinforcement is grade 60.

Design is based on 45 lbs. per cu. ft. equivalent fluid pressure and 90 lbs. per sq. ft. live load surcharge.

Epoxy coat all reinforcing steel in beam and backwall on non-integral end bents with expansion devices.

=== 751.40.8.14 Concrete Pile Cap Integral End Bents ===

==== 751.40.8.14.1 Design ====

===== 751.40.8.14.1.1 Design Unit Stresses =====

#Reinforced Concrete
#*Class B Concrete (Substructure)   <math>\, f_c</math>   = 1,200 psi,   <math>\, f'_c</math>   = 3,000 psi
#*Reinforcing Steel (Grade 60)         <math>\, f_s</math>   = 24,000 psi   <math>\, f_y</math>   = 60,000 psi
#*<math>\, n</math>   = 10
#*<math>\, E_c</math>   =<math>\, w^{1.5} \times 33 \sqrt{f'_c}</math>   (AASHTO Article 8.7.1)(*)
#Structural Steel
#*Structural Carbon Steel (ASTM A709 Grade 36)   <math>\, f_s</math>   = 20,000 psi   <math>\, f_y</math>   = 36,000 psi
#Piling
#*See the Design Layout if pile capacity is indicated.
#Overstress
#*The allowable overstresses as specified in AASHTO Article 3.22 shall be used where applicable for Service Loads design method.

(*)   <math>\, E_c = 57,000 \sqrt {f'_c} for\ W = 145 pcf,\ E_c = 60,625 \sqrt{f'_c} for W = 150 pcf </math>

===== 751.40.8.14.1.2 Loads =====

#Dead Loads
#Live Load
#*As specified on the Design Layout.
#*Impact of 30% is to be used for design of the beam. No impact is to be used for design of any other portion of bent including the piles.
#Temperature, Wind and Frictional Loads

===== 751.40.8.14.1.3 Distribution of Loads =====

#Dead Loads
#*Loads from stringers, girders, etc. shall be concentrated loads applied at the intersection of centerline of stringer and centerline of bearing. Loads from concrete slab spans shall be applied as uniformly, distributed loads along the centerline of bearing.
#Live Load
#*Loads from stringers, girders, etc. shall be applied as concentrated loads at the intersection of centerline of stringer and centerline of bearing. For concrete slab spans distribute two wheel lines over 10'-0" (normal to centerline of roadway) of substructure beam. This distribution shall be positioned on the beam on the same basis as used for wheel lines in Traffic Lanes for Substructure Design.
#Wing with Detached Wing Wall
#*When wing length, L, is greater than 17'-0", use maximum length of 10'-0" rectangular wing wall combined with a detached wing wall. When detached wing walls are used, no portion of the bridge live load shall be assumed distributed to the detached wing walls. Design detached wing wall as a retaining wall. (The weight of Safety Barrier Curb on top of the wall shall be included in Dead Load.)

===== 751.40.8.14.1.4 Design Examples =====

Design H-bar and F-bar of an intermediate wing as shown in the figures below (wing length = 12.5', wing thickness = 24", wing height = 8'-4"), a Seismic Force of   <math>\, \omega</math> = 12.21 kips/ft. is applied on the wall.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 conc pile cap int end bents-section near intermediate wing.gif]]
|[[Image:751.40 conc pile cap int end bents-intermediate wing sectin b-b.gif]]
|-
!Section Near Intermediate Wing
!Section B-B
|-
|colspan="2"|  
|-
|rowspan="2"|[[Image:751.40 conc pile cap int end bents-intermediate wing sectin c-c.gif]]
|[[Image:751.40 conc pile cap int end bents-interior wing design.gif]]
|-
!Interior Wing Design
|-
!Section C-C
|}

Solve: Assume #6 V bar, #8 H bar, #6 F bar

{|
|valign="top" rowspan="14"|1.)||Design H-bar for bending
|-
|<math>\, d = 24in. - 2in. (clr.) - 0.75in. (V\ Bar) - 0.5 \times 1in. (H\ bar) = 20.75in.</math>.
|-
| <math>\, \ell = 11ft.,</math>   <math>\, \omega = 12.21 kips/ft.,</math>   <math>\, b = 8ft. 4in. = 100in. </math>
|-
| 
|-
|At Section A-A:
|-
|<math>\, Mu = (1.0)( \omega \ell^2 / 2) = 12.21 \times 11^2/2 = 738.705 kip-ft.</math>
|-
|<math>\, Ru = Mu/( \phi bd^2) = 738.705 \times 12,000/(0.9 \times 100in. \times (20.75)^2) = 228.85 psi</math>
|-
|Use <math>\, f-c = 3 kisi,</math>   <math>\, fy = 60 ksi</math>
|-
|<math>\, m = fy/(0.85 f'c) = 60/(0.85 \times 3) = 23.53</math>
|-
|<math>\, \rho = (1/m)[1 - \sqrt{1 - 2 Rum/fy}] = (1 - \sqrt{1 - 2 \times 228.85 \times 23.53/60000})/23.53 = 0.004003</math>
|-
|As (Req'd) = <math>\, \rho\ bd = 0.004003 \times 100in. \times 20.75in. = 8.31 sq.\ in.</math>
|-
|Try No. 8 @ 9", USE   <math>\, \frac{100in - 3in. (clr.) - 2in. (clr.) - 1in (No.\ 8\ bar)}{9in} = 10.44\ spacing</math>
|-
|Say 11 spacings, 12 bars (Each Face)
|-
|Total Area = <math>\, 12 (0.7854) = 9.42 sq.\ in. > 8.31 sq.\ in.,</math>   USE 12-No. 8 H-bar (Each Face)
|}

{|
|valign="top" rowspan="22"|2.)||Design F-bar for shear
|-
|<math>\, Vu \le \phi (Vc = Vs),\ \phi = 0.85</math>   (AASHTO Article 8.16.6.1.1)
|-
|  
|-
|At Section A-A:
|-
|<math>\, Vu = 1.0 \times (\omega \ell) = (12.21 kips/ft.)(11ft.) = 134.11 kips</math>
|-
|<math>\, Vc = bd(\vartheta c) = bd(2 \sqrt{f'c} = (100in. \times 20.75in.)(2 \times \sqrt{3000})/1000 = 227.30 kips</math>
|-
|<math>\, \phi\ Vc = 0.85 Vc = 0.85 \times 227.30 kips = 193.20 kips</math>
|-
|<math>\, \phi\ Vc = 193.20 kips > Vu = 134.11 kips,</math>   No   <math>\, Vs</math>   needed by AASHTO Article 8.16.6.3.1.
|-
|Minimum shear reinforcement is required by AASHTO Article 8.19.1.1(a).(ACI 318-95 11.5.5.1)
|-
| 
|-
|F-bar is a single group of parallel bars, all bent up at the same distance from support (no "spacing" along the "L" direction of the wing).
|-
|Try No. 6 @ 12" F-bar (each face).
|-
|Try <math>\, (100in. - 3in. - 2in. - 1in. )/12in = 7.83,</math> say 8 spacing, 9 bars (each face).
|-
|  
|-
|Since seismic force is a cyclic loading, assume one bar works at any instance.
|-
|<math>\, Av (provided) = 1 \times 9 \times (0.4418 sq.\ in.) = 3.98 sq.\ in.</math>
|-
|  
|-
|<math>\, Vs = Av (Fy\ Sin 45^\circ) = (3.98 sq.\ in.)(60 ksi)(Sin 45^\circ) = 168.7 kips</math>
|-
|Check   <math>3 \sqrt{f'c} b_\omega d = 3 \sqrt{3000} \times 100in. \times 20.75in. / 1000 = 341.0 kips</math>
|-
|  
|-
|<math>\, Vs = Av (fy\ Sin 45^\circ) \le 3 \sqrt{f'c} b_\omega d,</math>   O.K. by AASHTO Article 8.16.6.3.4.
|-
|USE 9 No. 6 F-bars (each face).
|}

==== 751.40.8.14.2 Reinforcement ====

===== 751.40.8.14.2.1 Earthquake Loads at End Bent – Intermediate Wing (Seismic Shear Wall) =====

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.40 conc pile cap int end bents-section near intermediate wing(seismic).gif]]
|[[Image:751.40 conc pile cap int end bents-intermediate wing sectin b-b(seismic).gif]]
|-
!Section Near Intermediate Wing
!Section B-B
|-
|colspan="2"|  
|-
|[[Image:751.40 conc pile cap int end bents-intermediate wing sectin a-a(seismic).gif]]
| 
|-
!Section A-A
| 
|}
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|*||align="left" width="400pt"|Use 1.25 x development length for seismic design.
|-
|valign="top" align="right"|**||align="left" width="400pt"|Additional reinforcing steel by design if required.
|-
|valign="top" align="right"|Note:||align="left" width="400pt"|Make sure reinforcement does not interfere with girders.
|}

[[Category:751 LRFD Manual General]]

751.36 Driven Piles

2009-12-08T19:03:38Z

EPG-Admin: Structural Steel ASTM A441 has been withdrawn

== 751.36.1 General ==
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#ffddcc" width="210px" align="right"
|-
|'''Asset Management'''
|-
|[http://library.modot.mo.gov/RDT/reports/ri07002/or09019.pdf Report 2009]
|-
|'''See also:''' [http://www.modot.gov/services/OR/byDate.htm Innovation Library]
|}
'''Accuracy Required'''

All capacities shall be taken to the nearest 1 (one) kip, loads shown on plans.

'''Maximum Specified Pile Lengths'''

{|
|Steel.....................||No Limit
|-
|Cast-In-Place.........||No Limit
|}

'''Steel Pile'''

Steel piling shall be ASTM A709 (Grade 36) unless structural analysis or drivability analysis requires ASTM A709 (Grade 50) steel.

'''Test Pile'''

Length shall be pile length + 10’.

When test piles are specified to be driven-in-place they shall not be included in the number of piles indicated in the “PILE DATA” Table.

'''Load Test Pile'''

When Load Test Pile are specified, the nominal resistance value shall be determined by an actual load test.

For preboring for piles see Sec 702.

'''Preliminary Geotechnical Report Information'''

The foundation can be more economically designed with increased geotechnical information about the specific project site.

Soil information should be reviewed for rock or refusal elevations. Auger hole information and rock or refusal data are sufficient for piles founded on rock material to indicate length of piling estimated. Standard Penetration Test information is especially desirable at '''each''' bent if friction piles are utilized or the depth of rock exceeds approximately 60 feet.

'''Geotechnical Redundancy'''

A nonredundant pile group is a pile group of less than five piles. Resistance factors should be reduced by 20% for nonredundant pile groups. Greater reductions (additional 20%) should be considered when single pile supports an entire bridge pier.

== 751.36.2 Steel Pile ==

{|style="text-align:center"
|+'''HP Size'''
!width="100pt"|Section||widht="100pt"|Area
|-
|HP 10 x 42||12.35 sq. in.
|-
|HP 12 x 53||15.58 sq. in.
|-
|HP 14 x 73||21.46 sq. in.
|}

The HP 10 x 42 section should generally be used unless a heavier section produces a more economical design or required by a Drivability Analysis. The same size pile must be used for all footings on the same bent. Pile size may vary from bent to bent.

{|style="text-align:center"
|+'''Shell Cast In Place Pipe Pile (CIP) Size'''
!width="100pt"|Diameter||width="100pt"|Wall Thickness
|-
|14 inch||0.25 inch
|-
|16 inch||0.375 inch
|}

The wall thickness shown above is the minimum wall thickness required to meet the structural design requirements. The contractor shall determine the pile wall thickness required to avoid damage during driving or after adjacent piles have been driven but not less than the minimum specified.

Minimum tip elevation must be shown on plans. Criteria for minimum tip elevation shall also be shown. The following information shall be included on the plans:

:“Minimum Tip Elevation is required _______________.” Reason must be completed by designer such as:
::*for lateral stability
::*for required tension or uplift pile capacity
::*to penetrate anticipated soft geotechnical layers
::*for scour
::*to minimize post-construction settlements
::*for minimum embedment into natural ground

'''Pile Tips'''

Pile tip reinforcement shall be used if specified on the Design Layout. Use of pile tips should be indicated if directed by the Geotechnical report. The need for pile tips should also be reviewed if 50 ksi is required pile strength for design loadings.

== 751.36.3 Design Procedure ==

*Structural Analysis
*Geotechnical Analysis
*Drivability Analysis

'''Design Procedure Outline'''

*Determine foundation load effects from the superstructure and substructure for Service, Strength and Extreme Event Limit States.
*If applicable, determine scour depths, liquefaction information and pile design unbraced length information.
*Determine if downdrag loadings should be considered.
*Select preliminary pile size and pile layout.
*Perform Pile Soil Interaction (DRIVEN) Analysis. Estimate Pile Length and pile capacity.
*Based on pile type and material, determine Resistance Factors for Structural Strength <math>\, (\phi_S )</math> .
*Determine:
**Maximum axial load effects at toe of a single pile
**Maximum combined axial & flexural load effects of a single pile
**Maximum shear load effect for a single pile
**Uplift pile reactions
*Determine Nominal and Factored Structural Resistance for single pile
**Determine Structural Axial Compression Resistance
**Determine Structural Flexural Resistance
**Determine Structural Combined Axial & Flexural Resistance
**Determine Structural Shear Resistance
*Determine method for pile driving acceptance criteria
*Determine Resistance Factor for Geotechnical Strength <math>\, (\phi_G)</math> .
*If other than end bearing pile on rock or shale, determine Nominal Axial Geotechnical Resistance for pile.
*Determine Factored Axial Geotechnical Resistance for single pile.
*Determine Nominal pullout resistance if pile uplift reactions exist.
*Check for pile group effects.
*Check Drivability of pile using the Wave equation
*Review Pile Soil Interaction (DRIVEN) Analysis and pile lengths
*Show proper Pile Data on Plan Sheets.

'''Resistance Factor for Structural Strength <math>(\, \phi_S )</math> '''

Pile structural resistance factor for axial resistance in compression and subject to damage due to severe driving conditions where use of a pile tip is necessary:
:Metal Shells - 0.60
:H-Piles - 0.50

Pile structural resistance factor for axial resistance in compression under good driving conditions where use of pile tip is not necessary:
:Metal Shells - 0.70
:H-Piles - 0.60

Pile structural resistance factor for combined axial and flexural resistance of undamaged piles:
:Axial resistance factor for H-Piles - 0.70
:Axial resistance for Metal Shells - 0.80
:Flexural resistance factor for H-Piles or Metal Shells - 1.00

'''Resistance Factor for Geotechnical Strength <math>\, (\phi_G )</math>'''

The Geotechnical Resistance factor is dependent on method of pile driving acceptance criteria during Construction.

{|
|width="250pt"|Method ||<math>\, \phi_G</math>
|-
|Gates Formula||0.4
|-
|Dynamic Pile Testing on 1 to 10% piles||0.65
|-
|Other methods||Refer to AASHTO
|}

Gates formula is not considered accurate for pile loading exceeding 600 kips or 300 tons. When pile loading exceeds 600 kips, use wave equation analysis and geotechnical resistance factor of 0.4.

See Structural Project Manager or Liaison for use of Dynamic Pile Testing. Dynamic Pile Testing is recommended for projects with friction piles.

'''Downdrag & Losses to Geotechnical Strength (kips)'''

Downdrag, liquefaction and scour all reduce the available skin friction capacity of piles. Downdrag <math>\, (DD)</math> is unique because it not only causes a loss of capacity, but also applies a downward force to the piles. This is usually attributed to embankment settlement. However, downdrag can also be caused by a non-liquefied layer overlying a liquefied layer. Review geotechnical report for downdrag and liquefaction information.

'''Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile (kips)'''

The PNDC were calculated with the assumption that the piles are continually braced. This includes the portion of piling that is below ground or confined by solid wall encasement. For portions of piling that are not continually braced, the PNDC must be calculated taking the unbraced length into account.

'''Steel Piles'''

<math>\, PNDC = 0.66^\lambda F_y A_S</math>

Since we are assuming the piles are continuously braced, then <math>\,\lambda = 0</math>.
If designing a pile bent structure, scour exists or liquefaction exists then pile shall be checked considering the appropriate unbraced length.

{|
|<math>\, F_y</math>||is the yield strength of the pile
|-
|<math>\, A_S</math>||is the pile area of steel
|}

'''Shell Cast In Place Piles (CIP Piles)'''

<math>\, PNDC = 0.85 f'_c Ac+F_y A_{st}</math>

{|
|<math>\, F_y</math>||is the yield strength of the pipe pile
|-
|valign="top"|<math>\, A_{st}</math>||is the area of the steel pipe (deducting 12.5 % ASTM tolerance and 1/16 inch corrosion where appropriate.)
|-
|<math>\, f'_c</math>||is the concrete compressive strength at 28 days
|-
|<math>\, Ac</math>|| is the area of the concrete inside the pipe pile
|}

Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>

Steel Shell is ASTM 252 Grade 2 (35 ksi) or Grade 3 (45 ksi). ASTM 252 allows “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness.” AASHTO recommends deducting 1/16” of the wall thickness due to corrosion. Area of steel shell used in design equations should deduct 12.5% and 1/16” where applicable.

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|+'''Steel HP Piles'''
|rowspan="2"|Section||rowspan="2"|Area||colspan="2"|Structural Nominal Compression Resistance||colspan="2"|Structural Factored <math>\, ( \phi = 0.5)</math> Compression resistance
|-
|<math>\, F_y = 36 ksi</math> (kips)||<math>\, F_y = 50 ksi</math> (kips)||<math>\, F_y = 36 ksi</math> (kips)||<math>\, F_y = 50 ksi</math> (kips)
|-
|width="75pt"|HP 10x42||width="75pt"|12.4||width="100pt"|446||width="100pt"|620||width="100pt"|220||width="100pt"|310
|-
|HP 12x53||15.5||558||775||275||380
|-
|HP 14x73||21.4||770||1070||385||535
|}

{|border="1" style="text-align:center;" cellpadding="3" align="center" cellspacing="0"
|+'''CIP Piles'''
|rowspan="2"|Diameter
|rowspan="2"|Wall Thickness
|<math>\, A_s - 12.5%</math>
|width="100"|Maximum Driving Resistance Allowed <math>F_y = 35 ksi</math>
|width="150"| <math>\, A_s</math> - (12.5% & 1/16")
|width="100"|Structural Nominal Axial Compressive Resistance <math>\, F_y = 35 ksi</math> & <math>\, f'_c = 4 ksi</math>
|width="100"|Structural Factored <math>(\, \phi = 0.6)</math> Axial Compressive Resistance <math>\, F_y = 35 ksi</math> & <math>\, f'_c = 4 ksi</math>
|-
|in.2
|kips
|in2
|kips
|kips
|-
|14||0.25||9.47||300||6.79||720||430
|-
|16||0.375||16.15||500||13.12||1075||645
|}

'''Preliminary Factored Nominal Resistance (PFDC) of an Individual Pile (kips)'''

<math>\, PFDC</math> = Factored Structural Nominal Resistance – Factored Nominal Downdrag Load

'''Pile Group Layout:'''

Preliminary Number of Piles Required = <math>\, \frac{Total\ Factored\ Vertical\ Load}{PFDC}</math>

Layout a pile group that will satisfy the preliminary number of piles required. Calculate the maximum and minimum factored load applied to the outside corner piles assuming the pile cap/footing is perfectly rigid. The general equation is as follows:

Max. Load =   <math>\, \frac {P}{Total\ No.\ of\ Piles} + \frac {M_x}{I_x} x + \frac {M_y}{I_y} y</math>

Min. Load =   <math>\, \frac {P}{Total\ No.\ of\ Piles} - \frac {M_x}{I_x} x - \frac {M_y}{I_y} y</math>

The maximum factored load per pile must be less than or equal to PFDC for the pile type and size chosen. If not, the pile size must be increased or additional piles must be added to the pile group. Reanalyze until the pile type, size and layout are satisfactory.

The minimum factored load per pile should preferably be greater than zero. If this cannot be practically satisfied, the factored pullout resistance of the pile shall be calculated.

'''Estimate Pile Length and Check Pile Capacity'''

'''Estimated Pile Length'''

:Friction Piles:
::The estimated pile length will be determined from Pile Soil Interaction (DRIVEN) Analysis. The factor of safety used for this analysis shall be discussed with the appropriate Structural Project Manager or Structural Liaison.

:End Bearing Piles:
::The estimated pile length is the distance along the pile from the cut-off elevation to the estimated tip elevation considering any penetration into rock. The estimated tip elevation shall not be shown on plans for end bearing piles.

::The geotechnical material above the estimated end bearing tip elevation shall be reviewed to review the presence of glacial till or similar layers exist. If these layers are present, then a Pile Soil Interaction (DRIVEN) Analysis shall be performed to verify if pile resistance capacity is reached at a higher elevation due to pile friction capacity.

'''Check Pile Geotechnical Capacity (Axial Loads Only)'''

'''Check Pile Structural Capacity (Combined Axial and Bending)'''

Structural design checks which include lateral loading and bending shall be accomplished using the appropriate resistance factors.

'''Pile Nominal Axial Compressive Resistance (kips)'''

The required nominal axial pile compressive resistance must be calculated and shown on the final plans. The factored nominal compressive resistance will be used to verify the pile group layout and loading. The required nominal axial pile compressive resistance will be used in construction field verification methods of nominal axial compressive pile resistance.

Factored Nominal Resistance <math>\, (FNR)</math> = Maximum Factored Load per Pile

Nominal Axial Compressive Resistance <math>\, (Rndr)</math>

<math>Rndr = \frac{Factored\ Nominal\ Resistance}{\phi_G}</math>

'''Check Pile Drivability'''

Practical refusal is defined at 20 blows/inch.

Driving should be terminated immediately once 30 blows/inch is encountered.

If analysis indicated the piles do not have sufficient structural or geotechnical strength or drivability issues exist then consider
*increasing the number of piles
*using higher strength piles

'''Information to be included on the Plans'''

{|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
|-
|align="left"|Bent No.||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Type||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Kind||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Number||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Approximate Length||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Pile Driving Verification Method||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Design Bearing or Nominal Axial Pile Compressive Resistance||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Minimum Tip Penetration||width="75pt"| (*)||width="75pt"| (*)||width="75pt"| (*)
|-
|align="left"|Criteria For Minimum Tip Penetration||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Pile Standard||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|-
|align="left"|Hammer Energy Required||width="75pt"|   ||width="75pt"|   ||width="75pt"|  
|}

Pile Driving Verification Method
*Modified Gates formula
*Dynamic Pile Testing
*Other

Criteria for Minimum Tip Penetration
*Scour
*Tension or uplift capacity
*Lateral stability
*Penetration anticipated soft geotechnical layers
*Minimize post construction settlement
*Minimum embedment into natural ground
*Other

[[Category:751 LRFD Manual General]]

751.50 Standard Detailing Notes

2009-12-08T18:57:49Z

EPG-Admin: Structural Steel ASTM A441 has been withdrawn.

== A. General Notes ==

=== A1. Design Specifications, Loadings & Unit Stresses ===

'''Omit parts not applicable; Omit parts underlined when not applicable.'''

'''(A1.1) Use the following note on LRFD plans.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2007 - AASHTO LRFD 4th Edition and 2008 Interims
:::Load and Resistance Factor Design
::2002 - AASHTO 17th Edition (Seismic Seismic Details)
:::Load Factor Design
::Seismic Design Category =   
::Seismic Peak Horizontal Ground Acceleration =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HL-93 (LRFD Superstructure, LRFD LFD Substructure)
::35#/Sq. Ft. No Future Wearing Surface
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''Use the following note on LFD plans after July 2003 Letting.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2002 - AASHTO 17th Edition
::Load Factor Design
::Seismic Performance Category
::Acceleration Coefficient =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HS20-44
::HS20 Modified
::35#/Sq. Ft. No Future Wearing Surface
::Military 24,000# Tandem Axle
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::Fatigue Stress - Case I Case II Case III
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''

:'''Design Unit Stresses:'''
::{|
|Class B Concrete (Substructure)||fc = 1,200||f'c = 3,000||psi
|-
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Superstructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-2 Concrete (Superstructure, except   Prestressed Girders and Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-1 Concrete (Substructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Box Culvert)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-2 Concrete (Superstructure, except   Safety Barrier and Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
|-
|Reinforcing Steel (Grade 40)||fs = 20,000||fy = 40,000||psi
|-
|Reinforcing Steel (Grade 60)||fs = 24,000||fy = 60,000||psi
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||fs = 20,000||fy = 36,000||psi
|-
|Structural Steel (ASTM A709 Grade 50)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade 50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS70W)||fs = 38,000||fy = 70,000||psi
|-
|Steel Pile (ASTM A709 Grade 36)||fb = [[#A1-notes|(**)]] ||fy = 36,000||psi
|-
|Steel Pile (ASTM A709 Grade 50)||fb = [[#A1-notes|(**)]] ||fy = 50,000||psi
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ & _ .
|}

<div id="A1-notes"></div>
(**) 6,000 9,000 12,000 Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.

(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts. (Modify if Ø angle dictates.)

(2) All Prestressed Concrete Girder Structures.

(3) Slabs, diaphragms or beams poured integrally with the slab.

Note to Detailer: Use f'c and fy for Load Factor Design.

=== A2. Box Culverts and Other Type Structures ===

'''All Boxes'''

'''(A2.0)'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:     <math>\Box</math>   Precast Box used     <math>\Box</math>   Cast-in-Place Box used

'''All Boxes on Rock'''

'''(A2.1)'''
:Anchor full length of walls by excavating 6" into and casting concrete against vertical faces of hard, solid, undisturbed rock.

'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.

'''All Boxes with Bottom Slab'''

'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.

'''Culverts on Rock Where Holes or Crevices may be Found''' 
'''(Normally where soundings show rock to be very irregular)'''

'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
:Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3'-0" in width shall be poured up from rock to bottom of walls. If top of rock is more than 3'-0" below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer. Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.

'''Box Type Structures on Rock or Shale Widened or Extended with Floor (Example)'''

'''(A2.4)'''
:Fill material under the 5" slab shall be firmly tamped before the slab is poured.

'''Box Culverts with Bottom Slab that Encounter Rock'''

'''(A2.5) (Use when specified on the Design Layout.)'''
:Excavate rock 6" below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.

'''Curved Box Culverts (Box on curve)'''

'''(A2.6)'''
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16'-0").

'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
:Excavate 3'-0" below the box and fill with suitable backfill material.

'''For Box Culverts where collar is provided, place the following note on plan sheet.'''

'''(A2.8)'''
:If precast option is used, collars shall be provided between all precast pieces.

'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 on the plan sheet. These notes are not needed if an appropriate standard plan is referenced.'''

'''(A2.9)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls. The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape. The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract unit price for other items.

'''(A2.10)'''
:Preformed fiber expansion joint material shall be securely stitched to one face of the concrete with no. 10 gage copper wire or no. 12 gage soft drawn galvanized steel wire.

'''(A2.11)'''
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.

'''(A2.12)'''
:Note: Slope of bottom slab shall be placed at natural stream gradient.

'''(A2.13)'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.

=== A3. All Structures ===

'''Neoprene Pads:'''

'''(A3.2) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Bearings shall be 50 60 70 durometer neoprene pads.

'''Fabricated Steel Connections:'''

'''(A3.3) Use on all steel structures.'''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.

'''Joint Filler:'''

'''(A3.4) Use on all structures (except culverts).'''
:All joint filler shall be in accordance with Sec 1057 for preformed sponge rubber expansion and partition joint filler, except as noted.

'''Reinforcing Steel:'''

'''(A3.5)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

=== A4. Protective Coatings ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".

'''Steel Structures - Non-Weathering Steel'''

'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
:Protective Coating: System G in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Recoating Structural Steel".

'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
:'''Existing Steel - contract lump sum unit price per sq. foot for Field Application of Inorganic Zinc Primer.'''

:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit lump sum price per sq. foot for the Fabricated Structural Steel "Field Application of Inorganic Zinc Primer". Tint of the prime coat for System G shall be similar to the color of the field coat to be used.

'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
:Field Coats: The color of the field coats shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Finish Field Coat (System G)".   At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

(*) The coating color shall be specified on the Design Layout.

'''New Steel Structures - Weathering Steel'''

'''(A4.11)'''
:Protective Coating: System H in accordance with Sec 1081.

'''(A4.12)'''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.

'''(A4.13)'''
:Prime Coat: The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.

'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''

'''(A4.14)'''
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints. Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.

'''(A4.15)'''
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the Fabricated Structural Steel. At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

'''(A4.20) Use note on recoating truss bridges.'''
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.

'''Structures having Access Doors'''

'''(A4.23)'''
:Structural steel access doors shall be cleaned and coated in the shop or field with at least two coats of inorganic zinc primer to provide a minimum dry film thickness of 5 mils. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and A153. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.

'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.

'''Weathering steel or concrete structures having girder chairs but no coating item.'''

'''(A4.27)'''
:Structural steel for the girder chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the girder chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the girder chairs will be considered completely covered by the contract unit price for other items.

'''Structural Steel Protective Coatings:'''

'''(A4.31)'''
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Overcoating Structural Steel".

'''(A4.32)'''
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for "Calcium Sulfonate Rust Penetrating Sealer".

'''(A4.33)'''
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Primer".

'''(A4.34)'''
:Topcoat: The color of the topcoat shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Tan (Federal Standard #23522) Green (Federal Standard #24260). The cost of the topcoat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Topcoat".

'''Structures with Exposed Piling'''

'''(A4.38) Use note when recoating existing exposed piles.'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of aluminum gray epoxy-mastic primer applied over an SSPC-SP6 surface preparation in accordance with Sec 1081. The requirements for bituminous coating shall be in accordance with Sec 702. These protective coatings will not be required below the normal low water line or below the existing ground line. The cost of surface preparation will be considered completely covered by the contract lump sum price for "Surface Preparation for Applying Epoxy-Mastic Primer". The cost of the aluminum gray epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "Aluminum Gray Epoxy-Mastic Primer".

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".

'''(A4.41) Use note with weathering steel structures.'''
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.

'''(A4.42) Use note with coating for concrete bents and piers urethane or epoxy.'''
:Protective coating for concrete bents and piers (Urethane) (Epoxy) shall be applied as shown on the bridge plans and in accordance with Sec 711.

'''(A4.43)(Use notes when specified on Design Layout.)'''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

'''(A4.44)(Use notes when specified on Design Layout.)'''
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

=== A5. Miscellaneous ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".

'''(A5.1) Use on all grade separations.'''
:A minimum vertical clearance of           from crown of existing lanes and a minimum lateral clearance of           centered on existing lanes shall be maintained during construction.

'''(A5.2) Use when traffic is to be maintained during construction.'''
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.

'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106 and Field Section (FS-712) from Materials Manual.

'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
:Payment for furnishing all materials, labor and excavation necessary to construct the Lt. Rt. both detached wing walls at End Bents No.       and No.      including the Class    Excavation,     Pile, [[#A5-notes|(1)]], Class B B-1 Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.

'''(A5.5) Use the following note on all structures.'''
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.

<div id="A5-notes"></div>
(1) List all items used for the detached wing walls.

(2) For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.

== B. Estimated Quantities Notes ==

=== B1. General ===

==== B1a. Concrete ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.1) (Use on steel structures only.)'''
:All concrete above the lower construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.2)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''

'''(B1.3) (Use on steel structures only.)'''
:All concrete between the upper and lower construction joints in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel.

'''(B1.4)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Integral End Bents'''

'''(B1.5)'''
:All reinforcement in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''Intermediate Bents with Concrete Diaphragms'''

'''(B1.5.1)'''
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.2)'''
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Non-Integral End Bents with Concrete Diaphragms'''

'''(B1.5.3)'''
:All reinforcement in the concrete diaphragms at End Bents No.   is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.4)'''
:All concrete in the concrete diaphragm at End Bents is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Semi-Deep Abutments'''

'''(B1.6)'''
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutments.

'''End Bents with Expansion Device'''

'''(B1.7)'''
:Concrete above the upper construction joint in backwall at End Bents No.    is included with Class B-2 Concrete (Slab on             ) Quantities.

'''Sidewalk'''

'''(B1.8)'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).

'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''

'''End Bents'''

'''(B1.9.1)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.9.2)'''
:All reinforcement in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Intermediate Column Bents integral with slab'''

'''(B1.9.3)'''
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.

'''(B1.9.4)'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.

'''Intermediate Pile Cap Bents integral with slab'''

'''(B1.9.5)'''
:All concrete in the intermediate bent caps is included with Superstructure Quantities.

'''(B1.9.6)'''
:All reinforcement in the intermediate bent caps is included with Superstructure Quantities.

==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.

'''Retaining Walls'''

'''(B1.11)'''
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.

'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''

'''(B1.12)'''
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bents will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).

'''Note to Detailer:''' For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.

'''(B1.13)'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.

'''Structures Having Neoprene Bearing Pads'''

'''(B1.14) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Plain Laminated Neoprene Bearing Pads (Tapered) shall be in accordance with Sec 716.

=== B2. Welded Wire Fabric ===

'''Structures with Welded Wire Fabric'''

'''(B2.4)'''
:Weight of 6 x 6 - W2.1 x W2.1 welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)

{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="4"|WELDED WIRE FABRIC WEIGHT
|-
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|-
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|-
|4 x 4 - W4 x W4||4"||4 ga.||85
|}

See CRSI Manual for other sizes.

Table should not be shown on plans

(*) Modify for type actually used. Show type on details where the fabric is shown.

"W" denotes smooth wire; the number following indicates cross sectional area in hundredths of a square inch. Deformed wire is denoted by the letter "D".

=== B3. Estimated Quantities Tables ===

==== B3a. Bridges ====

'''(B3.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="3" |  ||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|}

{|
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
|}

'''(B3.2)'''
:Cost of channel shear connectors C4 x 5.4 (ASTM A709 Grade 36) in place will be considered completely covered by the contract unit price for Structural Steel Piles ( 10 in. 12 in. 14 in.).

{|
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
|}

'''(B3.3)'''
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.

{|
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently. The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
|}

'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''

'''(B3.4)'''
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.

'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.

'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.

'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''

'''(B3.7)'''
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.

==== B3b. Box Culverts & Slab on Semi-Deep ====

Estimated Quantities Table for Box Culverts

The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.

The four extra spaces at the bottom of the table are not required as specified before.

'''(B3.11)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="2" |  
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final Quantities
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}

<math>\, *</math> Note to Detailer:
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).

==== B3c. Slabs ====

The following table is to be placed on the design plans under the table of estimated quantities.

'''(B3.21) Table of Slab Quantities'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for                       
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Semi-Deep Abutment'''" or "'''Reinforced Concrete Slab Overlay'''".

"'''Reinforced Concrete Slab Overlay'''" shall be used with prestressed concrete voided slab beams, prestressed concrete box beams and prestressed double-tees.

'''(B3.22)'''
:The table of Estimated Quantities for               represents the quantities used by the State in preparing the cost estimate for concrete slabs. The area of the concrete slab will be measured to the nearest square yard with the horizontal dimensions as shown on the plan of slab. Payment for prestressed panels, stay-in-place forms, conventional forms, all concrete and coated and uncoated reinforcing steel will be considered completely covered by the contract unit price for the slab. Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.

'''(B3.23)'''
:Method of forming the slabs shall be as shown on the plans and in accordance with Sec 703. All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.

'''(B3.24) Use note for optional forming.'''
:Slab shall be cast-in-place with conventional forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.

'''Stay-In-Place Forms:'''

'''(B3.30)'''
:Permanent steel bridge deck forms, supports closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653. Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.

'''(B3.31)'''
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material. The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.

'''(B3.32)'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams flanges. Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end. Form supports shall be placed in direct contact with the flange. Welding on or drilling holes in the flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712. MoDOT certified field welders will not be required for welding of the form supports.

'''Precast Prestressed Panels:'''

'''(B3.40)'''
:The Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder are based on skewed precast prestressed end panels.

'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.

'''(B3.42)'''
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

==== B3d. Asphalt Wearing Surfaces ====

The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.

'''(B3.50)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="2"| 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic Concrete Wearing Surface
|width="175pt"| 
|-
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface with Asphalt Binder Type
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used (<math>\sqrt{}</math>)
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
|}

{|
|valign="top"|<math>\, *</math>
|The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Design Layout for the type of Superpave mixture required.
|-
| 
|See the Design Layout for the asphalt binder required.
|}

'''(B3.53)'''
:The contractor shall select one of the alternate asphaltic concrete wearing surfaces listed in the table. The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.

'''(B3.54)'''
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured transversely from out to out of overlay and longitudinally from end of slab to end of slab.

'''(B3.56)'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.

== C. Reinforcing Steel Notes ==

=== C1. Bill of Reinforcing Steel ===

Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.

'''(C1.1) Same marks used for unlike bars on different units.'''
:Bars in the above units are to be billed and tagged separately.

'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
:See Sheet No.       for bill of reinforcing steel for         .

'''BENDING BY CRSI STANDARDS'''

'''(C1.3)'''
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.

'''(C1.4)'''
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.

'''(C1.5)'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)

'''(C1.6)'''
:Payweights are based on actual lengths.

'''(C1.7)'''
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.

'''(C1.8)'''
:E = Epoxy coated reinforcement.

'''(C1.9)'''
:S = Stirrup.

'''(C1.10)'''
:X = Bar is included in substructure quantities.

'''(C1.11)'''
:Actual lengths are measured along centerline bar to the nearest inch.

'''(C1.12)'''
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.

'''(C1.13)'''
:No. ea. = Number of bars of each length.

'''(C1.14)'''
:Four angle or channel spacers are required for each column spiral. Spacers are to be placed on inside of spirals. Length and weight of column spirals do not include splices or spacers.

'''(C1.15)'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.

'''EPOXY COATED REINFORCING STEEL'''

'''Note to Detailer:''' All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; Also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.

(Two additional reinforcing bars of each bar size that is required to be epoxy coated, should be included in the bar bill for test purposes. These additional bars should be added to one of the required bar marks and not as a special bar. Test bars should, preferably, be 10 feet or more in length. If a bar 10 foot long cannot be found, use the bar with the largest available straight section.

'''(C1.15)'''
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.

<div id="(1)b"></div>
(1) Bar mark of bars for which additional bars have been included.

=== C2. Prestressed Girders & Prestressed Panels ===

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.

'''(C2.1)'''
:All dimensions are out to out.

'''(C2.2)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(C2.3)'''
:Actual lengths are measured along centerline of bar to the nearest inch.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.

'''(C2.4)'''
:Minimum clearance to reinforcing shall be 1".

'''(C2.5)'''
:All reinforcement shall be Grade 60.

'''(C2.6)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.

'''(C2.7)'''
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 and U2 bar. [[#C2-notes|(*)]]

'''(C2.8)'''
:All S and U reinforcing bars shall be epoxy coated.

'''(C2.9)'''
:All reinforcement shall be Grade 60.

Place the following notes with the above appropriate notes for prestressed panels.

'''(C2.10)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(C2.11)'''
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.

'''(C2.12)'''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to insure proper handling, may be used in lieu of the #3-P2 bars shown. Wire or bar diameter shall not be larger than 0.375 inches. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.

'''(C2.13)'''
:The reinforcing steel shall be tied securely to the 3/8"ø strands with the following maximum spacing in each direction:
: #3-P2 bars at 16 inches.
: Welded wire fabric or welded deformed bar mats at 2'-0".

'''(C2.14)'''
:Tie the #3-U1 bars to the #3-P2 bars, to the welded wire fabric or the welded deformed bar mats at about 3'-0" centers.

'''(C2.15)'''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.

<div id="C2-notes"></div>
(*) Add U2 bar for skewed structures only.

=== C3. Mechanical Bar Splices ===

Place the following note near mechanical bar splice detail.

'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
:The contractor shall use a mechanical bar splice for         bars at the specified location. The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction joint. No additional payment will be made for any additional bar lengths required for the mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel.

'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''

== D. Temporary Bridge Notes ==

=== D1. General ===

Place the following notes on the front sheet.

'''(D1.1)'''
:Timber:
:      All timber shall be standard rough sawn. At the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.

'''(D1.2)'''
:Bolts:
:      All bolts shall be high strength ASTM A325 except as noted.

'''(D1.3)'''
:Misc:
:      The superstructure only & cap beam units will be provided by the State and shall be transported from          Maintenance Lot. The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No.          is open to traffic.

'''(D1.4)'''
:      All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing. Structural tubing coating shall be in accordance with Sec 718.

'''(D1.11) Place with shim plate details on the bent sheet.'''
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents. Shim plates may vary in thickness from 1/16" to thickness required.

'''(D1.21) Place near half section of bridge flooring.'''
:Steel bridge flooring shall be Foster 5" RB/8.0 or American Bridge 5" Open I-Beam-Lok Type 8S open steel bridge flooring. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.

'''(D1.22)'''
:Note: Field connections shall be 7/8"ø high strength bolts with holes 1 1/16"ø except as noted.

'''(D1.23) Place near details of u-bolts lifting device.'''
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior stringer of each unit. U-bolts shall be removed during the time the bridge is open to traffic. Position of the U-bolts may be shifted slightly to miss the bars in the flooring.

== E. General Elevation and Plan Notes ==

=== E1. Excavation and Fill ===

Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)

'''(E1.1)'''
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation       . Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Removal of Roadway Fill at Side (When specified on the Design Layout.)

'''(E1.2)'''
:Old roadway fill on the left right shall be removed to the natural ground line for the length of the new bridge as roadway excavation. Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Fill at Pile Cap End Bents (All pile cap end bents)

'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete approach'''(*)''' beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.

=== E2. Foundation Data Table ===

The following table is to be placed on the design plans and filled out as indicated.

'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Foundation Data
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Detached wing walls only)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Except detached wing walls)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Trestle
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|16" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP12x53
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|HP10x42
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|15
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|12
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|6
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|25
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|67
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|53
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Modified Gates Formula
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing or Nominal Axial Pile Compression Resistance
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|10.2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|22.6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Design Side Friction
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| ||colspan="8" align="left"|Notes:
|-
| ||colspan="4" align="left"|Pile Driving Verification Method || colspan="4" align="left"|Modified Gates Formula
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Dynamic Pile Testing
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Other
|-
| ||colspan="8" align="left"|Use Design Bearing for LFD designs and Nominal Axial Pile Compression Resistance for LRFD designs.
|-
|
|-
| ||colspan="4" align="left"|Criteria for Minimum Tip Penetration || colspan="4" align="left"|Scour
|-
| ||colspan="4"| || colspan="4" align="left"|Tension or uplift capacity
|-
| ||colspan="4"| || colspan="4" align="left"|Lateral stability
|-
| ||colspan="4"| || colspan="4" align="left"|Penetration anticipated soft geotechnical layers
|-
| ||colspan="4"| || colspan="4" align="left"|Minimize post construction settlement
|-
| ||colspan="4"| || colspan="4" align="left"|Minimum embedment into natural ground
|-
| ||colspan="4"| || colspan="4" align="left"|Other
|-
|
|-
| ||colspan="4" align="left"|Hammer Energy Required || colspan="4" align="left"|See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
|}

::The following is for LFD:

{|
| || ||valign="top"|[[Image:751.50 circled 1.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:
|-
| || || || 
#Design bearing value for AASHTO group loads I thru VI.
#Design bearing for seismic loads / 2.0
|}

'''Shallow Footings (When specified on the Design Layout.)'''

'''(E2.10)'''

:In no case shall footings of Bents No.       and       be placed higher than elevations shown       and       , respectively.

'''Driven Piles'''

'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s)       and       to elevation(s)       and       , respectively.

'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
:Prebore to natural ground line.

'''(E2.22) (Use the following note when pile point reinforcement is required)'''
:Manufactured pile point reinforcement shall be used on all piles in this structure at Bents       and       .

'''(E2.23) (Use when static test piles are required.) This number of piles in table should not include test piles. If test piles are specified, place an * beside the number of piles at the bents indicated.'''
: *One concrete test piles shall be driven in permanent position, one for each bents, at Bents No.       and       .

'''(E2.24) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
:Fluted type cast-in-place pile shall not be permitted.

'''Drilled Shafts'''

'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
:An additional 4 feet has been added to V-bar lengths and an additional __ P-bars has been added for possible change in drilled shaft or rock socket depth. The excess V-bar length shall be cut off or included in the reinforcement lap if not required. The P-bars shall be spaced similarly to that shown in elevation where required or a lesser spacing if not required but not less than 5" cts.

'''(E2.31) Note not required with drilled shafts for high mast tower lighting.'''
:Concrete coring shall be performed on       of the drilled shafts and rock sockets in accordance with [http://modot.mo.gov/business/standards_and_specs/Sec0701.pdf Sec 701.] Sonic logging testing shall be performed on all drilled shafts and rock sockets.

'''Note to designer:'''

Coring shall be approximately 10% of the total number of drilled shafts (i.e., 1 in 10 shafts or 2 in 20 shafts) or only core one shaft for smaller structures unless additional cores would be prudent for a specific project.

'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
:Drilling slurry, if used, shall require desanding.

'''(E2.33) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
:The following non-factored base reactions were used to design the drilled shafts for the       ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.

: *'''Values used in the design of the drilled shaft.'''

'''(E2.34) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.

=== E3. Miscellaneous ===

'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
:All bents are parallel.

'''Boring Data'''

'''(E3.2) (Place on Front Sheet when borings are provided)'''
:[[Image:751.50 boring location mark.gif]] Indicates location of borings. '''Notice and Disclaimer Regarding Boring Log Data''' The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure. Boring data for the numbered locations is shown on Sheet(s) No.   . The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request. No greater significance or weight should be given to the boring data depicted on the plan sheets than is subsurface data available from the district or elsewhere.   The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.

'''(E3.3) (Place on all Retaining Wall Plans)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.

'''(E3.4) (Place on the Boring Data Sheet)'''
:For location of borings see Sheet No.   .

'''Final clearance - Bridges over railroads'''

'''(E3.5) Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
:(<math>\, *</math>) Final vertical clearance from top of rails to bottom of superstructure shall be at least <math>\, **</math>. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.

:<math>\, **</math> Clearance specified on the Design Layout (23'-0" min.).

'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''

'''(E3.6)'''
:Seal course is designed for a water elevation of           .

'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation [[#E5 notes|(1)]]. [[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].

<div id="E5 notes"></div>
(1) Elevation as shown on the Design Layout.

(2) Do not use payment sentence when footing elevation remains the same.

(3) Increase footing length when required by design.

== F. Blank ==

== G. Substructure Notes ==

=== G1. Concrete Bents ===

'''Expansion Device at End Bents'''

'''(G1.1)'''
:Top of backwall for end Bents No.       shall be formed to the crown and grade of the roadway. Backwall above upper construction joints shall not be poured until the superstructure slab has been poured in the adjacent span.

'''(G1.1.1)'''
:All concrete above the upper construction joint in backwall shall be Class B-2.

'''Abutments with Flared Wings'''

'''(G1.2)'''
:Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.

'''Stub Bents'''

'''(G1.3)'''
:Safety barrier curbs, parapets and end post shall not be poured until the slab has been poured in the adjacent span.

'''Stub Bents Embedded in Rock or on Footings'''

'''(G1.4)'''
:Rock shall be excavated to provide at least 6" of earth under the beam and wings.

'''End Bents with Turned-Back Wings'''

'''(G1.5) (Use for Non-Integral End Bents only.)'''
:Field bending shall be required when necessary at the wings for #   -H    bars in the backwalls for skewed structures and for #   -F    bars in the wings for the slope of the wing.

'''(G1.6)'''
:For reinforcement of the safety barrier curb, see Sheet No.     .

'''Integral End Bents'''

'''(G1.7)'''
:Bend F    bars in field to clear girders.

'''(G1.7.1)'''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".

'''(G1.8)'''
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.

'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
:The top two epoxy bars in the detached wing walls shall be included with the Superstructure Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''(G1.9)'''
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.

'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''

'''(G1.10)'''
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.

'''Ground Line Within Semi-Deep Abutments'''

'''(G1.11)'''
:In no case shall the earth within Abutments No.    and    be above the ground line below. Forms supporting the abutment slab may be left in place.

'''Pile Variation for Semi-Deep Abutments'''

'''(G1.12)'''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No.    and   .

'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''

'''(G1.13)'''
:Exposed steel piles steel pile shells within the abutment shall be coated with a heavy coating of an approved bituminous paint.

'''All Substructure Sheets with Bearing Anchor Bolts'''

'''(G1.15)'''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".

'''All Substructure Sheets with Girder Chairs'''

'''(G1.16)'''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural      Steel.

'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.

'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.

'''(G1.42) Place the following note on plans when using Optional Section for Column-Web beam joints.'''
:At the contractor's option, the details shown in optional Section  -  may be used for column-web beam or tie beam at intermediate Bent No.   . No additional payment will be made for this substitution.

'''(G1.43) Place the following note on plans when you have adjoining twin bridges.'''
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.

=== G2. Deadman Anchors ===

'''(<math>\, *</math>) Size of rod.'''

'''(G2.1)'''
:Construction sequence:

'''(G2.2)'''
:Construct end bent with anchor tees in place.

'''(G2.3)'''
:Construct deadman with anchor tees in place.

'''(G2.4)'''
:Machine compact fill up to elevation of (*)"ø rod and turnbuckle.

'''(G2.5)'''
:Install (*)"ø rod, clevis and turnbuckle assembly.

'''(G2.6)'''
:Tighten turnbuckle until snug.

'''(G2.7)'''
:Hand compact fill for 12" (min.) over (*)"ø rod and turnbuckle.

'''(G2.8)'''
:Machine compact remaining fill.

'''(G2.9)'''
:All anchor tees, rods, clevises, turnbuckles, etc. shall be fabricated from ASTM A709 Grade 36, ASTM A668 Class F or equivalent steel and galvanized in accordance with Sec 1081. Shop drawings will not be required. All concrete shall be Class B. All reinforcing steel shall be Grade 60.

'''(G2.10)'''
:All metal members of the anchorage system not embedded in concrete shall be cleaned and receive a heavy coating of an approved bituminous paint.

'''(G2.11)'''
:Fine aggregate shall be in accordance with Sec 1005 and shall be placed below and above the rod and turnbuckles.

'''(G2.12)'''
:Payment for all materials, excavation, backfill and any other incidental work necessary to complete the Deadman Anchorage Assembly will be considered completely covered by the contract unit price per each.

'''(G2.13)'''
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.

=== G3. Vertical Drain at End Bent ===

'''(G3.1)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated steel pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

'''(G3.2)'''
:Place drain pipe at fill face of end bent and slope to lowest grade of ground line, also missing the lower beam of end bent by 1 1/2". (See elevation at end bent.)

'''(G3.3)'''
:Perforated pipe shall be placed at fill face side at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.

=== G4. Substructure Quantity Table ===

'''(B4.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Quantity
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|-
!colspan="3"|Items shown are for example only, use actual items and quantities for each bent.
|}

'''(G4.2)'''
:Note: These quantities are included in the estimated quantities table on Sheet No.   .

'''Note to Detailer:''' Place substructure quantity table on right side of substructure bent sheet.

=== G5. 20" and 24" CIP Piles ===

'''(Do not use without approval of Structural Project Manager or Liaison)'''

'''(G5.1)'''
:All concrete for cast-in-place piles shall be Class B-1.

'''(G5.2)'''
:Additional thickness may be required for thin shelled types to provide sufficient strength to withstand driving without injury and to resist harmful distortion or buckling due to soil pressure after being driven and the mandrel removed.

'''(G5.3)'''
:Where 3/4" closure plates are required for tips of pipe piles, the closure plates shall not project beyond the outside diameter of the pipe piles. Satisfactory weldments may be made by beveling tip ends of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe.

'''(G5.4)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.

'''(G5.5)'''
:All splices of shells for cast-in-place concrete piles shall be made watertight and to the full strength of the shell above and below the splice to permit hard driving without damage. All shells damaged during driving shall be replaced without cost to the State. Shell sections used for splicing shall be at least 5'-0" in length. The splice at the tapered section shall be at least 3'-0" below the streambed for intermediate trestle type bents.

'''(G5.6)'''
:Waterjetting will be permitted with 20" or 24" piles.

'''(G5.7)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.

'''(G5.8)'''
:Note: INDICATE IN REMARKS COLUMN:
::A.) IF PILING WERE DRIVEN TO PRACTICAL REFUSAL.
::B.) PILE BATTER IF OTHER THAN SHOWN ON BENT DETAIL SHEET.
::C.) TYPE OF PILING USED.

'''(G5.9)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.

== H. Superstructure Notes ==

=== H1. Steel ===

'''Plate Girders - (Shop welding)'''

'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required. All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on Design Plans.

'''Welded Shop Splices'''

'''(H1.1.1) Place near Welded Shop Splice Details.'''
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer. No additional payment will be made for optional welded shop web and flange splices.

'''(H1.2)'''
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.

'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.

'''Plate Girders with Camber'''

'''(H1.4) Place near the elevation of girder.'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No.   .

'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''

'''(H1.5)'''
:Camber includes allowance for vertical curve, superelevation transition, and for dead load deflection due to concrete slab, curb, asphalt, concrete wearing surface and structural steel.

'''(H1.6)'''
:  % of dead load deflection is due to the weight of structural steel.

'''(H1.6.1)'''
:Dead load deflection includes weight of structural steel, concrete slab, and barrier curb.

'''(H1.7)'''
:     dimensions may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel. No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.

'''Note:''' Increase the haunch by 1/2"± more than what is required to make one size shear connector work for both the C.I.P. and the S.I.P. Options.

'''ASTM A709 Grade 50W Structural Steel (Uncoated)'''

'''(H1.8) Place near detail of bolted field splice.'''
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.

'''Structures without Longitudinal Section'''

'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
:Haunch slab to bear.

'''Top of End Bent Backwall (Without expansion device)'''

'''(H1.10)'''
:Two layers of 30# roofing felt.

'''Section thru Spans'''

'''(H1.11) Place on the slab sheet when applicable.'''
:For details of safety barrier curb parapet median bridge rail not shown, see Sheet No.   .

'''Web Stiffeners'''

'''(H1.12)'''
:Whenever longitudinal stiffeners interfere with bolting the diaphragms cross frames in place, clip stiffeners.

'''(H1.13)'''
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.

'''(H1.14)'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.

'''(H1.15)'''
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.

'''Wide Flange Beams - (Shop Welding)'''

'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices. All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.

'''Shear Connectors'''

'''(H1.17) Include shear connectors in material which connectors are attached.'''
:Weight of     pounds of shear connectors is included in the weight of Fabricated Structural     Steel.

'''(H1.18)'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.

'''Notch Toughness for Wide Flange Beams
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
:(Place the following note near the "Plan of Structural Steel".)'''

'''(H1.19)'''
:<math>\, *</math> Notch toughness is required for all wide flange beams.

'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''

'''(H1.20)'''
:<math>\, *</math> Notch toughness is required for all welded flange plates pin plates hanger bars.

'''Notch Toughness for Plate Girders
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''

'''(H1.21)'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
:All web plates shall be subject to notch toughness requirements.

'''(H1.21.1)'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.

'''(Place <math>\, ***</math> near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)'''

'''(H1.22)'''
:<math>\, ***</math> Indicates flange splice plates pin plates hanger bars subject to notch toughness requirements.

'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''

'''(H1.23)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 50, except as noted.

'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel and Elevation of Stringers or Girders'''

'''(H1.24)'''
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.

'''Oversized Holes for Intermediate Diaphragms'''

'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''

'''(H1.26)'''
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt. A hardened washer shall be used under the bolt head and nut when this option is used. Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.

'''Slab drain attachment holes'''

'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''

'''(H1.27)'''
:For location of slab drain attachment holes, see slab drain details sheet.

'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''

'''(H1.28)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.29)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel'''

'''(H1.31)'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Elevation of Stringers or Girders'''

'''(H1.32)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.

'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''(H1.36)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.37)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Structures on Vertical Curve'''

'''(H1.39)'''
:Elevations shown are at top of web before dead load deflection.

'''6 x 6 x 3/8 Angle Connection to Top Flange'''

'''(H1.40)'''
:The two 3/4"ø high strength bolts that connect the 6 x 6 x 3/8 angle to the top flange shall be placed so the nut is on the inside of flange toward the web.

'''6 x 6 x 3/8 Angle Connection to Top Flange for Structures on Vertical Curve'''

'''(H1.40.1)'''
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.

'''Bolted Field Splices for Plate Girders & Wide Flange Stringers'''

'''(H1.41)'''
:Use 7/8"ø high strength bolts with 15/16"ø holes.

'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''

'''(H1.42)'''
:Bolts on intermediate diaphragms and cross frames that connect girders stringers under different construction stage slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.

=== H2. Concrete ===

==== H2a. Continuous Slab ====

'''Tubes for Voids'''

'''(H2.1)'''
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers. Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].

(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|+(Do not show this table on plans)
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
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==== H2b. Precast Prestressed Panels ====

'''(H2.5)'''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.

'''(H2.6)'''
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.

'''(H2.7)'''
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.

'''(H2.8)'''
:Initial prestressing force = 17.2 kips/strand.

'''(H2.9)'''
:The method and sequence of releasing the strands shall be shown on the shop drawings.

'''(H2.10)'''
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer. Panel lengths shall be determined by the contractor and shown on the shop drawings.

'''(H2.11)'''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth. No separate payment will be made for additional concrete and reinforcing required.

'''(H2.12)'''
:Use #3-P3 bars if panel is skewed 45° or greater.

'''(H2.13)'''
:All reinforcement other than prestressing strands shall be epoxy coated.

'''(H2.14''')
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.

'''(H2.15)'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.

'''(H2.16)'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.

'''(H2.17)'''
:S-bars are not listed in the bill of reinforcing.

'''(H2.18)'''
:All panel support pads shall be glued to the girder. When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom. The glue used shall be the type recommended by the panel support pads manufacturer.

'''(H2.19)'''
:Precast panels may be in contact with stirrup reinforcing in diaphragms.

'''(H2.20)'''
:Extend S-Bars 18 inches beyond the front face of end bents only.

'''(H2.21)'''
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands. Strands 2'-0" or shorter may then be debonded at the fabricator's option.

'''(H2.22)'''
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.

'''(Prestressed Spans)'''

'''(H2.26)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2 inches total thickness shall be used.

'''(H2.27)'''
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.

'''(H2.28)'''
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness. Dimensions shall be shown on the shop drawings.

'''(H2.29)'''
:Slab thickness over prestressed panels varies due to girder camber.

'''(H2.30)'''
:In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for necessary grade adjustment.

'''(H2.31)'''
:Use slab haunching diagram on Sheet No.    for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.

'''(Steel Spans)'''

'''(H2.34)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch, except over splice plates where minimum thickness shall be 1/4 inch. When the material is less than 1/2 inch thick over a splice plate, the width of material at the splice shall be the same width as panel on splice. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2" total thickness shall be used.

'''(H2.35)'''
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram. The polystyrene bedding material may be cut to match haunch height above top of flange.

'''(H2.36)'''
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel. No payment will be made for additional labor or materials for the adjustment.

'''(H2.37)'''
:S-bars shown are used with skewed end panels, or square end panels of square structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.

'''(H2.38)'''
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No.   . These adjustments shall be within the limits noted in the general notes.

'''(H2.39)'''
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.

==== H2c. Prestressed Girders ====

'''General Notes: Prestressed I Girders and Double-Tee Girders'''

'''(H2.41)'''
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> =      psi and <math>\, f'_{ci}</math> =      psi.

'''(H2.42)'''
:(+) indicates prestressing strand.

'''(H2.43)'''
:Use     strands with an initial prestress force of     kips.

'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''

'''(H2.44)'''
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, 1/2 0.6 inch diameter in accordance with AASHTO M 203, Grade 270. Pretensioned members shall be in accordance with Sec 1029.

'''Place the following notes with the above general notes for Prestressed I-Girders only.'''

'''(H2.45)'''
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.

'''(H2.46)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.47)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.48) (Use only when applicable.)'''
:Exterior and interior girders are the same, except for coil ties, and coil inserts for slab drains and holes for steel intermediate diaphragms.

'''(H2.49)'''
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until girders are erected, then replaced by coil tie rods.

'''(H2.50)'''
:All B1 and C1 bars shall be epoxy coated.

'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''

'''(H2.51)'''
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.

'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
:<math>\, **</math> At the contractor's option the location for bent-up strands may be varied from that shown. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.

<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.

'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''

'''(H2.53)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.

'''(H2.54)'''
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.

'''(H2.55)'''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H2.56)'''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.

'''(H2.57) Place near diaphragm details.'''
:Diaphragms at intermediate bents shall be built vertical.

'''Slab Haunching'''

'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
:The slab thickness varies from (1) to (2) within the parabolic crown.

'''(1) Minimum slab thickness.''' 
'''(2) Minimum slab thickness minus 1/4".'''

'''(H2.59) Place with camber diagram.'''
:Conversion factors for girder camber
:::'''Use with spans 75' and greater in length.'''
:::0.1 pt. = 0.314 x 0.5 pt.
:::0.2 pt. = 0.593 x 0.5 pt.
:::0.3 pt. = 0.813 x 0.5 pt.
:::0.4 pt. = 0.952 x 0.5 pt.

:::'''Use with spans less than 75' in length.'''
:::0.25 pt. = 0.7125 x 0.5 pt.

'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
:If girder camber is different from that shown in the camber diagram, adjustment of the slab haunches, an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. No payment will be made for additional labor or materials required for variation in haunching, slab thickness or grade adjustment.

'''(H2.61)'''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on Steel Concrete I-Girders Concrete Bulb-tee Girders.

'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
:Prestressing strands at End Bents No.    and    and Intermediate Bents No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.

'''(H2.64)'''
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.

'''(H2.65)'''
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.

'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].

'''(H2.66)'''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.

'''(H2.67)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.

'''(H2.68)'''
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.

'''(H2.69)'''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.

'''(H2.70) Place on the Prestressed I Girder sheet.'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed.

'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.

'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''

'''(H2.80)'''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagram. Concrete in the slab is included in the estimated quantities for Reinforced Concrete Slab Overlay..

'''(H2.81)'''
:The slab is to be built parallel to grade and to a minimum thickness of   " (Except varies from   " to   " within parabolic crown).

'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''

'''(H2.82)'''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.

'''(H2.83)'''
:See girder sheet for girder camber diagram.

'''(H2.84)'''
:Lifting loops: Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.

'''(H2.85)'''
:Welded wire fabric: Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.

'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''

'''(H2.86)'''
:See slab sheet for spacing of rail posts.

'''(H2.87)'''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.

'''(H2.88)'''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents =  '- ".

'''(H2.89)'''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".

==== H2d. Prestressed NU Girders ====

'''General Notes: Prestressed NU Girders'''

'''(H2.90)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.91)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.92)'''
:Girders shall be lifted by devices designed by the fabricator.

'''(H2.93)'''
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Bond breaker shall be applied to this region only. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.

'''(H2.94)'''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60. Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.

'''(H2.95)'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms.

'''(H2.96)'''
:Drilling is not allowed.

'''Note to Detailer:''' Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.

'''Prestressed Girders & Prestressed Panels:'''
:C2.1, C2.2, C2.3 & C2.4

'''Concrete - Prestressed Girders'''
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88

=== H3. Bearings ===

==== H3a. Type C & D ====

'''The following notes apply to Type "C" Bearings.'''

'''(H3.1)'''
:Anchor rods for Type "C" bearings shall be 1"ø ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel. The top of anchor rods shall be set approximately 1/4" below the top of bearing.

'''(H3.2)'''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.3)'''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.4)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.5)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following notes apply to Type "D" Bearings.'''

'''(H3.6)'''
:Anchor rods for Type "D" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.7)'''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.8)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.9)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.10)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note applies to Type "D" Bearings Modified.'''

'''(H3.11)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3b. Type E ====

'''The following notes apply to Type "E" Bearings.'''

'''(H3.15)'''
:Anchor rods for Type "E" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.16''')
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.17)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.18)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.19)'''
:[[Image:751.50 circled 1.gif]] bonded lubricant

'''(H3.20)'''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147. The coated areas shall be protected for shipping and erection.

'''(H3.21)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note apply to Type "E" Bearings Modified.'''

'''(H3.22)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3c. Type N PTFE ====

'''(H3.25)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.26)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.27)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.28)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''

'''(H3.29) Use grade per Design Comps.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum). The stainless steel plate shall be protected from any coating.

'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''

'''(H3.29.1)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.30)'''
:Type N PTFE Bearings shall be in accordance with Sec 716.

'''(H3.32)'''
:Stopper plates and straps shall be provided to prevent loss of support due to creeping of PTFE bearings. Payment for fabricating and installing the stopper plates and straps will be considered completely covered by the contract unit price for Type N PTFE Bearing.

'''(H3.33)'''
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.

==== H3d. Laminated Neoprene Pad Assembly ====

'''(H3.45)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.46)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.47)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.48)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.50)'''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.

==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====

'''The following notes apply to Flat Plate Bearings.'''

'''(H3.65)'''
:Flat plate bearings shall be straightened to plane surfaces.

'''(H3.66)'''
:Anchor rods shall be 1"ø ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts. Top of anchor rods shall be set approximately 1/2" above top of bottom flange.

'''(H3.67)'''
:Bottom flange of beam and bevel plate shall have 1 1/4"ø holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.

'''(H3.68)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''(H3.69)'''
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.

'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''

'''(H3.70)'''
:Material shall be ASTM A709 Grade 36 steel. Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit. After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.

'''(H3.71)'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).

'''The following notes apply to Carbon Steel Casting (Truss).'''

'''(H3.75)'''
:All fillets shall have a 3/4" radius.

'''(H3.76)'''
:Anchor rods shall be 1 1/2"ø ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Furnish one 4"ø pin, AISI C1042, with 2 heavy hexagon pin nuts.

'''(H3.77)'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings. Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.

'''(H3.78)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

=== H4. Conduit System ===

'''(H4.1)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.

'''(H4.2)(3" cover cannot be achieved when conduit is in the slab.)'''
:All conduit shall be rigid non-metallic schedule 40 heavy wall PVC (polyvinyl chloride plastic) with 3" minimum cover in concrete. Each section of conduit shall bear the Underwriters' Laboratories, Inc., (UL) label.

'''(H4.2.1)'''
:All Conduit Clamps shall be commercially available conduit clamp approved by the engineer.

'''(H4.3)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.

'''(H4.4)'''
:Light standards, wiring and fixtures shall be furnished and installed by others.

'''(H4.5)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.

'''(H4.6)'''
:For details of light standards, underdeck lighting, and wiring, see electrical plans.

'''(H4.7)'''
:Expansion fittings shall provide a minimum movement in either direction of     at open joints and     at filled joints. Expansion fittings shall be equal to Carlon Electrical Construction Products or Cantex, Inc.

'''(H4.7.1)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.

'''(H4.8) (Surface mount junction boxes, except on sidewalks, when existing concrete is present. Flush mount junction boxes in new concrete.)'''
:All end bent and parapet, sidewalk, safety barrier curb junction boxes shall be PVC molded flush surface mounted and equal to Carlon Electrical Construction Products or Cantex, Inc. The conduit terminations shall be permanent or separable. The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.

'''(H4.9) Add for all structures with conduit.'''
:Weepholes shall be provided at appropriated locations to drain any moisture in the conduit system.

'''(H4.10) Use for conduit not encased in concrete.'''
:Conduit shall be secured to concrete with clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM -153, B695-91 Class 50 or stainless steel. Minimum embedment in concrete shall be 1 3/4". The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.

'''(H4.11) Use for payment of Conduit System.'''
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.

=== H5. Expansion Devices ===

==== H5a. Finger Plate ====

'''(H5.1) For stage construction or other special cases, see Structural Project Manager.'''
:Finger plate shall be cut with a machine guided gas torch from one plate. The plate from which fingers are cut may be spliced before fingers are cut. The surface of cut shall be perpendicular to the surface of plate. The cut shall not exceed 1/8" in width. The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown. No splicing of finger plate or finger plate assembly will be allowed after fingers are cut. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.2)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.3)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.4)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.5)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.

'''(H5.6)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.

'''(H5.7) Use note for steel structures.'''
:All holes shown for connections to be subpunched 11/16"ø (shop or field drill) and reamed to 13/16"ø in field.

'''(H5.8) Place note near "Plan of Slab".'''
:'''"the web of W14 x 43" is for steel structures'''
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from the web of W14 x 43 and the 3/4" vertical mounting plate at the expansion device.

'''(H5.9)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5b. Flat Plate ====

'''(H5.16)'''
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.17)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.18)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.19)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.20)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.

'''(H5.21)'''
:Concrete shall be forced under and around the flat plate, anchors and angles. Proper consolidation shall be achieved by localized internal vibration. Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device. The vertical and horizontal concrete vent holes shall be offset from each other. Do not alternate holes at the 12" spacing.

'''(H5.22) Use this note when expansion device is at an end bent.'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.

'''(H5.23) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical plate and the vertical leg of the angle at the expansion device.

'''(H5.24)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5c. Preformed Compression Joint Seal ====

'''(H5.31)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.32)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.33)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Preformed compression seal expansion joint system shall be in accordance with Sec 717.

'''(H5.34)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.35)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.36) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.37)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''

'''(H5.38)'''
:Size of armor angle: Vertical leg of angle shall be a minimum of [[Image:751.50 circled 2.gif]] + 3/4". Horizontal leg of angle shall be a minimum of 3". Minimum thickness of angle shall be 1/2".

'''(H5.39)'''
:If a seal size larger than that indicated on the plans is used, the movement range, the opening at 60° and all dimensions for the armor angles shall be shown on the shop drawings.

==== H5d. Strip Seal ====

'''(H5.46)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

:The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

'''(H5.47)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.48''')
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W. Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.

'''(H5.49)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.50)'''
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.51) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of the steel armor at the expansion joint system.

'''(H5.52)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.53) Use note with polymer concrete next to strip seal.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5e. Silicone Expansion Joint Sealant ====

'''(H5.61)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.62)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.63)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Silicone Expansion Joint Sealant Systems shall be in accordance with Sec 717.

'''(H5.64)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.65)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.66) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.67)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.68) Use note with polymer concrete next to silicone sealant.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5f. Alternate Expansion Joint Systems ====

'''(H5.70) Use the following table and notes with alternate expansion joint system.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Expansion Joint System
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black; border-right:1px solid black;"|Type of Expansion Joint System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Type Used (<math>\, \sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Preformed Compression Seal Expansion Joint System
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silicone Expansion Joint Sealant System
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
:MoDOT construction personnel will complete column labeled "Type Used (<math>\, \sqrt{}</math>)".

:The contractor shall select one of the alternate expansion joint system listed in the table. The alternate expansion joint system method of measurement and basis of payment shall be in accordance with Sec 717.

=== H6. Pouring and Finishing Concrete Slabs ===

'''I-Beam, Plate Girder Bridges - Continuous Slabs'''

'''(H6.1)'''
:The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.

'''Prestressed Concrete Structures - Continuous Spans'''

'''(H6.4)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at the rate given.

'''(H6.5)'''
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.

'''(H6.6) Omit underlined part on non-integral end bents.'''
:The concrete diaphragm at the intermediate bents and integral end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.

'''Prestressed Double-Tee Concrete Structures'''

'''(H6.9)'''
:The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.

'''(H6.10)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.

'''Solid or Voided Slab Structure - Continuous and Simple Spans'''

'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See 751.10.1.12 Slab Pouring Sequences]]'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than (*) cubic yards per hour. The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.

'''Steel and Prestressed Structures - Simple Spans'''

'''(H6.15)'''
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.

Widen, Extension, Repair, and Stage Construction

'''(H6.17) Underline part not required when forms stay in place permanently. Place note on the plans when the closure pour is specified on the design layout.'''
:Expansive Class B-2 concrete shall be used in the closure pour. Forms shall be released before the closure pour.

'''All Structures with Longitudinal Construction Joints'''

'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint. [[Image:751.50 circled 1.gif]] shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
:The longitudinal construction joint may be omitted with the approval of the engineer. When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of  [[Image:751.50 circled 1.gif]] .

=== H7. Slab Drains ===

'''(H7.1)'''
:Slab drains may be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.

'''(H7.1.1)'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.

'''(H7.2) Use with wearing surface.'''
:Outside dimensions of drains are 8" x 4" piece "A" is 8 3/4" x 4 3/4" and piece "B" = 8" x 4".

'''(H7.3) Use with wearing surface.'''
:Piece "A" shall be cast in the concrete. Prior to placement of wearing surface, piece "B" shall be inserted into piece "A".

'''(H7.4)'''
:Locate drains piece "A"(*) in slab by dimensions shown in Part Section Near Drain.

'''(H7.5)'''
:Shift reinforcing steel in field where necessary to clear drains.

'''(H7.6)'''
:The drains pieces "A" and "B", (*) coil inserts and bracket assembly shall be galvanized in accordance with ASTM A123.

'''(H7.7)'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.

'''(H7.8)'''
:The coil insert required bolt hole for the bracket assembly attachment shall be located on the Prestressed I-Girder Prestressed Bulb-tee Plate Girder Wide Flange Beam shop drawings.

'''(H7.9)'''
:Shop drawings will not be required for the slab drains and the bracket assembly.

(*) Use with wearing surface.

'''Place the following notes (H7.10) and (H7.11) on the Prestressed I Girder slab drain standard.'''

'''(H7.10)'''
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.

'''(H7.11)'''
:The bolt required to attach the slab drain bracket assembly to the prestressed girder web shall be supplied by the prestressed I-Girder fabricator.

'''(H7.12)'''
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.

=== H8. Blank ===

=== H9. Thrie Beam Rail ===

'''(H9.2)'''
:Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).

'''(H9.3)'''
:All bolts, nuts, washers, and plates and elastomeric materials will be considered completely covered by the contract unit price for Bridge Guard Rail (W-Beam) Bridge Guard Rail (Thrie Beam) other items.

'''(H9.4) Use underline part for temporary bridges.'''
:All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication except for bottom plate. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.

'''(H9.5) Use post instead of blockout for temporary bridges'''.
:Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be 3" x 1 3/4" and placed between the blockout post and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.

'''(H9.6) Use only when a base plate is used.'''
:Rail posts shall be seated on elastomeric pads having the same dimensions as the post base plate and 1/16" thickness. Such pads may be any elastomeric material, plain or fibered, having hardness (Durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.

'''(H9.7)'''
:At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.8)'''
:At the thrie beam connection to blockout on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.9)'''
:Minimum length of thrie beam sections is equal to one post space.

'''(H9.10)'''
:5/8"ø button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.

'''(H9.11)'''
:Thrie beam guardrail on the bridge shall be 12 gage steel.

'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
:Posts, cap rail angles, top plates, base plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.

'''(H9.15) Use post instead of blockout for temporary bridges.'''
:Washers shall be used at all post bolts between the bolt head and beam. The flat washers shall be rectangular in shape, 3" x 1 3/4" x 3/16" minimum and with a 11/16" x 1" slot, or when necessary of such design as to fit the contour of the beam. A 3" x 1 3/4" x 5/8" rectangular washer shall be used between the blockout and the thrie beam rail.

'''(H9.16)'''
:Special drilling of the thrie beam may be required at the splices. All drilling details shall be shown on the shop drawings.

'''(H9.17''')
:Fabrication of structural steel shall be in accordance with Sec 1080.

'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
:Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends. When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.

'''(H9.19) Do not with prestress double-tee or temporary bridge structures.'''
:In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''Do not use any of the following notes for temporary bridges.'''

'''(H9.20) Use with prestress double-tee structures.'''
:Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''(H9.21)'''
:Shim plates 6" x 6" x 1/16" may be used between the top of the post and the channel member as required for vertical alignment.

'''(H9.22)'''
:See slab sheet for rail post spacing.

'''(H9.23)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.

'''(H9.24)'''
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.

'''(H9.25)'''
:Shim plates 6" x 3" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.26)'''
:Shim plate shall be galvanized after fabrication.

'''(H9.27)'''
:Shim plates 6" x 6" x 1/16" may be used between post W6x20 and 6" x 6" x 3/8" plate and shim plates 6" x 3 1/2" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.28)'''
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.

'''Use the following notes where required and with temporary bridges thrie beam sheet.'''

'''(H9.30''')
:Grade A321 threaded rods with 2 hex nuts and washers may be substituted for the A307 anchor bolts.

'''(H9.31)'''
:If type "A" guardrail is not attached to ends of the temporary structure, flared ends shall be required. The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.

'''(H9.32)'''
:Contractor shall verify all dimensions in field before ordering materials.

'''(H9.33)'''
:See preceding sheet for rail post spacing.

'''(H9.34)'''
:At the bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at the entrance ends only unless required at the exit.

'''(H9.35)'''
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars. Bottom plate shall not be galvanized.

'''(H9.36)'''
:The size of the base and bottom plate may be increased depending on which grid option is used.

'''(H9.37)'''
:Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.

'''(H9.38)'''
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.

=== H10. Barrier Curbs ===

==== H10a. Safety, Median, Type C & D ====

'''(H10.1)'''
:Top of safety median barrier curb (Type C) (Type D) and median barrier curb shall be built parallel to grade with barrier curb joints (Except at end bents) normal to grade.

'''(H10.2)'''
:All exposed edges of safety median barrier curb (Type C) (Type D) and median shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H10.3)'''
:Payment for all concrete and reinforcement, complete-in-place will be considered completely covered by the contract unit price for safety median barrier curb (Type C) (Type D) per linear foot.

'''(H10.4)'''
:Concrete in the safety median barrier curb (Type C) (Type D) shall be Class B-1.

'''(H10.5) Use for safety barrier curb.'''
:Measurement of safety barrier curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.

'''(H10.6) Use for safety barrier curb or barrier curb (Type D) near median.'''
:Measurement of safety barrier curb (Type D) is to the nearest linear foot for each structure, measured along the outside top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7) Note shall be used for median barrier curb and median barrier curb (Type C).'''
:Measurement of median barrier curb (Type C) is to the nearest linear foot for each structure, measured along the top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7.1) Notes shall be used on all barrier curbs (See [[620.4 Delineators (MUTCD Chapter 3D)#620.4.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''
:Concrete traffic barrier delineators shall be placed on top of the safety median barrier curb (Type C) (Type D) as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for "Safety Median Barrier Curb (Type C) (Type D)".

:Delineators on bridges with two-lane traffic shall have retroreflective sheeting on both sides.

'''The following notes shall be placed under cross-section thru safety barrier or median barrier curb.'''

'''(H10.8)'''
:Use a minimum lap of 2'-11" for #5 horizontal safety median barrier curb (Type C) (Type D) bars.

'''(H10.9)'''
:The cross-sectional area for each curb above the slab = (*) sq. ft.

:{|
|(*)||2.28 for a 16" safety barrier curb.
|-
|||2.96 for a median barrier curb.
|-
|||3.49 for a barrier curb (Type D).
|-
|||4.70 for a median barrier curb (Type C).
|}

'''The following notes shall be used for double-tee structures.'''

'''(H10.10)'''
:Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.

'''(H10.11)'''
:Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with ASTM A153.

'''(H10.12)'''
:Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''Elevation of Safety Barrier Curb'''

'''(H10.12.1)'''
:Longitudinal dimensions are horizontal arc dimensions.

'''(H10.12.2)'''
:Longitudinal dimensions are along top of safety barrier curb outside edge of slab parallel to grade.

'''(H10.13)'''
:(<math>\, **</math>) The R3 M3 bar and #5 bottom transverse slab bar in cantilever (P/S panels only) combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.14)'''
:Note: Use a minimum lap of 2'-0" between K9 and K10 bars.

'''(H10.15)'''
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.16)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Curing Compound in accordance with Sec 1055 and sealed in accordance with Sec 703. The contractor shall remove all curing compound in accordance with the manufacturer’s recommendations before the concrete sealer is applied.

'''(H10.17)'''
:(<math>\, *</math>) The M1 and M2 bar combination may be furnished as one bar, as shown, at the contractor's option. (All dimensions are out to out.)

'''(H10.18)'''
:Concrete in the barrier curb (Type D) and median barrier curb Transition (Type D) shall be Class B-1.

==== H10b. Slip Form Option ====

'''Optional slip form barrier curb details shall be placed on all jobs (except P/S Double-tee Structures) where applicable.'''

'''Add #5 crisscross bars for slip-form option. Base the length of these bars on the shortest distance between joints and use typically on each side of joints throughout structure.'''

'''(H10.81)'''
:Joint sealant and backer rods shall be used on all slip-form barrier curbs (Type C) instead of joint filler and shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints (except at end of slab of the end bents).

'''(H10.82)'''
:Plastic waterstop shall not be used with slip-form option.

'''(H10.83)'''
:For Slip-Form Option, all sides of the safety median barrier curb (Type C) (Type D) shall have a vertically broomed finish and the curb top shall have a transversely broomed finish.

'''(H10.84)'''
:C Bars (Slip-form option only) shall be used in addition to cast-in-place conventional forming reinforcement for bridge safety median barrier curb (Type C) (Type D).

'''(H10.85)'''
:Cost of silicone joint sealant and backer rod complete-in-place will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''(H10.86)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Compound in accordance with Sec 1055. Surface sealing for concrete in accordance with Sec 703 is not required. Application of linseed oil at the contractor's expense is permitted.

==== H10c. Temporary ====

'''(H10.90)'''
:Method of attachment for the Type F Temporary Barrier shall be the Tie-Down Strap Bolt through deck.

'''(H10.91)'''
:Temporary Barrier shall not be attached to the bridge.

=== H11. Miscellaneous ===

'''Construction Joint'''

'''(H11.1)'''
:Finish each side of joint with a 1/4 inch radius edging tool.

'''Pin and Flat Hexagonal Nut'''

'''(H11.2)'''
:{|cellpadding="0"
|Material:||Pin = ASTM A688 (Class F)
|-
| ||Nut = ASTM A709 Grade 36
|}

'''Plastic Waterstop (Use in the Curb and Parapet filled joints as specified in [[751.12_Protective_Barricades#751.12.2.8_Plastic_Waterstop|Section 751.12.2.8 Plastic Waterstop]])'''

'''(H11.3)'''
:Plastic waterstop shall be placed in all safety median barrier curb (Type C) (Type D) filled joints, except structures with superelevation, use on all lower barrier curb joints only.

'''(H11.4)'''
:Cost of plastic waterstop, complete-in-place, will be considered completely covered by the contract unit price for Concrete Safety Median Barrier Curb (Type C) (Type D).

'''Sign Supports'''

'''(H11.5)'''
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.

'''(H11.6)'''
:Payment for furnishing and erecting approximately     pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.

'''Plan of Slab: All Structures'''

'''(H11.8)'''
:Longitudinal slab dimensions are measured horizontally.

'''Pedestrian Guard Fence (Chain Link Type): General Notes'''

'''(H11.10)'''
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.

'''(H11.11)'''
:All rail post shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of rail posts.

'''(H11.12)'''
:Payment for furnishing, galvanizing and erecting the fence and frame complete with anchor bolts and washers will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.

'''(H11.13)'''
:Dimensions of pedestrian guard fence are measured horizontally.

'''(H11.14)'''
:The maximum spacing allowed for the braced panels (Pull posts) is 100 ft.

'''(H11.15)'''
:Connect the lower end of the 1/2"ø rod to the end of the braced panel to which the stretcher bar is attached.

'''(H11.16)'''
:(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the bottom outside edge of the sidewalk curb from      to     .

'''(H11.17)'''
:Core wire size for wire fabric shall be 6 gage minimum.

'''Sidewalks'''

'''(H11.20)'''
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H11.21)'''
:Payment for all concrete and reinforcement complete-in-place will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.

'''(H11.22)'''
:Concrete in the sidewalk shall be Class B-2.

'''(H11.23)'''
:Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of safety barrier curb to the outside edge of sidewalk and from end of slab to end of slab.

'''Expansion Device Movement Gauge'''

'''(H11.24)'''
:A movement gauge shall be provided on one side of bridge at all safety barrier curb expansion joints.

'''(H11.25)'''
:All steel shall be galvanized.

'''(H11.26)'''
:Cost of movement gauge complete-in-place will be considered completely covered by the contract unit price for Safety Barrier Curb.

== I. Revised Structures Notes ==

=== I1. General ===

'''(I1.1)'''
:Outline of old work is indicated by light dashed lines. Heavy lines indicate new work.

'''(I1.2)'''
:Contractor shall verify all dimensions in field before ordering new material.

'''(I1.3)'''
:Bars bonded in old concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, old bars shall extend into new concrete at least 40 diameters for smooth bars and 30 diameters for deformed bars, unless otherwise noted.

'''Use the following notes where a broken concrete surface has no new concrete against it. Use bituminous paint below ground line and qualified special mortar above ground line.'''

'''(I1.4)'''
:The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved bituminous paint qualified special mortar in accordance with Sec 704.

'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
:Joint shall be cleaned per the manufacturers recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.

'''Concrete Slab with Overlay'''

'''(I1.10) Use note for all wearing surfaces except epoxy polymer concrete overlay.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. The cost of furnishing and installing the overlay will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of overlay.

'''(I1.10a) Use note for total surface hydrodemolitions.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. See Special Provisions for Method of Measurement.

'''(l1.11) Use note for only epoxy polymer concrete overlay.'''
:The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the epoxy polymer concrete.

'''(l1.12) Use note only with preventive maintenance jobs.'''
:Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.

'''(I1.13) Use the following table and notes with alternate concrete wearing surfaces.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Concrete Wearing Surface
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Concrete Wearing Surface
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used (<math>\sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Low Slump Concrete Wearing Surface
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silica Fume Concrete Wearing Surface
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (<math>\sqrt{}</math>)".
|-
|align="left" colspan="2"|The contractor shall select one of the alternate concrete wearing surfaces listed in the table. The alternate concrete wearing surface method of measurement and basis of payment shall be in accordance with Sec 505.
|}

'''Removal and Storage of Existing Bridge Rails'''

'''(I1.20)'''
:The existing bridge rails and posts shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at     .

'''Extension of Box Culverts'''

'''(I1.41)'''
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the old structure.

'''(I1.42)'''
:Bottom of new slab shall be built flush with the bottom of slab of the old box and the height of walls varied as necessary to extend the walls into rock as specified.

'''Making End Bents Integral'''

'''(I1.51)'''
:The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-2 surface preparation before concrete is poured. Payment for cleaning steel to be encased in concrete will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''(I1.52)'''
:The ___ bars are segmented bars for ease of placement of bars through girder web holes between girders. The total bar lengths for ___ bars shown in Bill of Reinforcing Steel allow for one splice with a lap splice length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment lengths will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.

'''(I1.53)'''
:Cost of field drilling holes in existing plate girder wide flange beam webs will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''Curb Block-Out'''

'''(I1.60)'''
:7/8"ø Threaded Rods with nuts and washers shall be used in place of 7/8"ø Bolts (ASTM A307).

'''(I1.61)'''
:1"ø holes shall be drilled through existing end post for placement of 7/8"ø threaded rods, nuts, and washers.

'''Widening'''

'''(I1.62)'''
:Dimensions:
:      Longitudinal dimensions are based on the original design plans.

'''(I1.63)'''
:Traffic:
:      Maintain one lane of traffic during construction (see Roadway Traffic Control Plans).

'''(I1.64''')
:Stringer Support:
:      All existing stringers in the span being strengthened shall be raised simultaneously <math>\, *</math> at jacking point and supported during welding of new steel plates.

'''(I1.65)'''
:The temporary supports must be capable of safely supporting a service load of approximately <math>\, **</math> tons per stringer (factor of safety not included) (see Special Provisions).

'''(I1.66)'''
:<math>\, *</math> Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.

=== I2. Resin & Cone Anchors ===

'''Use Resin Anchors unless concrete depths are insufficient.'''

'''(I2.1)'''
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.

'''(I2.2) * Pay item in which resin anchor system is embedded.'''
:Cost of furnishing and installing the resin anchor system complete-in-place will be considered completely covered by the contract unit price for *.

'''(I2.3)'''
:The minimum embedment depth in concrete with <math>\, f'_c</math> = 4,000 psi for the resin anchor system shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".

'''Note to designer:''' A minimum factor of safety of 2 should be used when determining the number of anchors to be used.

'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
:A An epoxy coated #**** Grade 60 reinforcing bar ***** long shall be substituted for the ******</u.>ø threaded rod.

{|
|****||Bar size.
|-
|*****||Length of bar required by design.
|-
|******||Diameter of threaded rod.
|}

'''Cone Expansion Anchors'''

'''(I2.30) *** Pay item in which cone expansion anchor is embedded.'''
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for ***.

'''(I2.31)'''
:The *" diameter cone expansion anchors shall have a minimum ultimate pullout strength of ** lbs. in concrete with <math>\, f'_c</math> = 4,000 psi.

{|style="text-align:center;"
|-
|width="100pt"|* DIAMETER||width="100pt"|** PULLOUT
|-
|3/8"||3,900
|-
|1/2"||7,500
|-
|5/8"||10,800
|-
|3/4"||12,000
|}

=== I3. Special Repair Zones ===

'''(I3.1)'''
:Any half-soling required in the areas designated as special repair zones shall be completed in alphabetical sequence. Any repair in the remainder of the bridge that is adjacent to Zone A and not designated as a special repair zone shall be completed prior to work in Zone A.

'''(I3.2)'''
:Removal and repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone. Before placing concrete in areas adjacent to areas of subsequent repair, the concrete shall be separated with a material such as polyethylene sheets to aid in removal of old concrete.

'''(I3.5) Use for structures with multiple column bents.'''
:Zones with the same letter designation may be repaired at the same time.

'''(I3.6) Use for structures with single column bents.'''
:Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent.

'''(I3.10) Use for voided or solid slab structures.'''
:If any single repair area does not exceed 4 square feet in size and the total repair within a special repair zone does not exceed 12 square feet, the special repair zone requirement does not apply for that zone. Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.

'''(I3.11) Use for voided slab structures.'''
:An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for repairing concrete deck (half-soling).

'''(I3.12) Use for voided slab structures.'''
:When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for deck repair with void tube replacement.

'''Use following notes for box and deck girder structures.'''

'''(I3.16)'''
:Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a concrete girder and is more than 18 inches in length along the girder, the concrete removal shall stop at the centerline of girder and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the girder that is undergoing repair.

'''(I3.17)'''
:When the full depth repair extends over a diaphragm or girder and the deteriorated concrete extends into the diaphragm or girder, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in girders shall not be removed below the deck haunch of the girder without prior review and approval from the engineer.

'''Use following notes for box girder structures.'''

'''(I3.20)'''
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.

'''(I3.21)'''
:If any single repair area does not exceed 9 square feet in size and the total repair within a special repair zone does not exceed 27 square feet, the special repair zone requirement does not apply for that zone. Half-soling repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.

== J. MSE Wall Notes ==

=== J1. General ===

'''(J1.1)'''
:Factor of safety shall be 2.0 for overturning, 1.5 for sliding and 2.0 for bearing.

'''(J1.2)'''
:The cost of joint filler and joint seal, complete-in-place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type A D). See Roadway Plans.

'''(J1.3)'''
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.

'''(J1.4)'''
:ø =    ° for backfill material to be retained by the mechanically stabilized earth wall system.

'''(J1.5)'''
:ø =    ° for foundation material the wall is to rest on.

'''(J1.6)'''
:ø ≥ 34° for the select granular backfill for structural systems.

'''(J1.7)'''
:Design ø = 34° for the select granular backfill for structural systems.

'''(J1.8)'''
:All concrete for leveling pad and coping shall be Class B or B-1 with <math>\, f'_c</math> = 4000 psi.

'''(J1.9)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project is available from the Project Contact upon written request.

'''(J1.10)'''
:Panel reinforcement shall be epoxy coated.

'''(J1.11)'''
:Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.

'''(J1.12)'''
:A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.

'''(J1.13)'''
:Coping shall be required on this structure unless a small block system is used. Bond breaker (roofing felt or other approved alternate) between wall panel and coping required if coping is cast in place.

'''For Battered Small Block Walls'''

'''(J1.14)'''
:The top and bottom elevations are given for a vertical wall. If a battered small block wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.

:The baseline of the wall shown is for a vertical wall. If a battered wall system is used, this baseline shall correspond to Elevation         .

'''For Walls Near Bridge Abutments (Responsibility of Bridge Division)'''

'''(J1.15)'''
:The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)

'''PREQUALIFIED MSE WALL SYSTEMS'''

'''(J1.16)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|MSE Wall Systems Data Table
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Proprietary Wall Systems
!colspan="4" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Combination Wall Systems
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Geogrid Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
|-
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|  
|-
|colspan="6" align="left"|MSE Wall Systems Data Table is to be completed by MoDOT construction personnel to record the manufacturer of the proprietary wall system or the manufacturers of the combination wall system that was used for constructing the MSE wall.
|}

'''(J1.17) Use for all large block walls or if small block walls are to be built vertical.'''
:The MSE wall system shall be built vertical.

'''(J1.18) Use where only a small or large block wall shall be used. Do not use note where either a small or large block may be used.'''
:The MSE wall system shall be a small large block wall system.

'''(J1.19)'''
:Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.

'''(J1.20)'''
:Adjustment in the vertical alignment of the drainage pipes from that depicted in the plans may be necessary to ensure positive flow out of the drainage system.

:Outlet ends of pipes shall be located to avoid clogging or flow into the drainage system.

'''(J1.21) Use for all large block walls.'''
:Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone shall be required and as provided by manufacturer.

'''(J1.22)'''
:The MSE wall system shall be built in accordance with Sec 720.

== K. Approach Slab Notes ==

=== K1. General ===

'''(K1.1)'''
:All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (<math>\, f'_c</math> = 4,000 psi).

'''(K1.2)'''
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.

'''(K1.3)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with <math>\, F_y</math> = 60,000 psi.

'''(K1.4)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(K1.5)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by lap splicing the #4 & #6 bars 18" and 2'-2" respectively.

'''(K1.6)'''
:Mechanical bar splices shall be in accordance with Sec 706.

'''(K1.7)'''
:<math>\, *</math> Seal joint between vertical face of approach slab and wing with "Silicone Joint Sealant for Saw Cut and Formed Joints" in accordance with Sec 717.

'''(K1.9)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(K1.11)'''
:The contractor shall pour and satisfactorily finish the bridge or semi-deep slab before pouring the bridge approach slabs.

'''(K1.12)'''
:Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge or semi-deep slab.

'''(K1.14)'''
:Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Bridge) per sq. yard.

'''(K1.15)'''
:For Concrete Approach Pavement details, see roadway plans.

'''(K1.17)'''
:See Missouri Standard Plans Drawing 609.00 for details of Type A Barrier Curb.

'''(K1.18)'''
:With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.

'''(K1.19)'''
:At the contractor's option, Grade 40 reinforcement may be substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment. No additional payment will be made for this substitution.

'''(K1.20)'''
:When Grade 40 reinforcement is substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment, the reinforcement may be bent up to 90 degrees with a 2" minimum radius near the abutment to allow compaction of the backfill material near the abutment. Damage to epoxy coating shall be repaired in accordance with Sec 710.

'''(K1.21)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

[[Category:751 LRFD Manual General]]

Talk:Main Page

2009-12-08T16:07:53Z

EPG-Admin: /* Labor Compliance "Deducations" */ new section

751.50 Standard Detailing Notes

2009-12-07T19:42:08Z

EPG-Admin: Clarification of notes J1.14, J1.17, J1.18 and J1.21 and the addition of note J1.22.

== A. General Notes ==

=== A1. Design Specifications, Loadings & Unit Stresses ===

'''Omit parts not applicable; Omit parts underlined when not applicable.'''

'''(A1.1) Use the following note on LRFD plans.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2007 - AASHTO LRFD 4th Edition and 2008 Interims
:::Load and Resistance Factor Design
::2002 - AASHTO 17th Edition (Seismic Seismic Details)
:::Load Factor Design
::Seismic Design Category =   
::Seismic Peak Horizontal Ground Acceleration =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HL-93 (LRFD Superstructure, LRFD LFD Substructure)
::35#/Sq. Ft. No Future Wearing Surface
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''Use the following note on LFD plans after July 2003 Letting.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2002 - AASHTO 17th Edition
::Load Factor Design
::Seismic Performance Category
::Acceleration Coefficient =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HS20-44
::HS20 Modified
::35#/Sq. Ft. No Future Wearing Surface
::Military 24,000# Tandem Axle
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::Fatigue Stress - Case I Case II Case III
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''

:'''Design Unit Stresses:'''
::{|
|Class B Concrete (Substructure)||fc = 1,200||f'c = 3,000||psi
|-
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Superstructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-2 Concrete (Superstructure, except   Prestressed Girders and Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-1 Concrete (Substructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Box Culvert)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-2 Concrete (Superstructure, except   Safety Barrier and Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
|-
|Reinforcing Steel (Grade 40)||fs = 20,000||fy = 40,000||psi
|-
|Reinforcing Steel (Grade 60)||fs = 24,000||fy = 60,000||psi
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||fs = 20,000||fy = 36,000||psi
|-
|Structural Steel (ASTM A441)||fs = 23,000||fy = 42,000||psi
|-
|Structural Steel (ASTM A441)||fs = 25,000||fy = 46,000||psi
|-
|Structural Steel (ASTM A441)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade 42)||fs = 23,000||fy = 42,000||psi
|-
|Structural Steel (ASTM A709 Grade 50)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade 50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS70W)||fs = 38,000||fy = 70,000||psi
|-
|Steel Pile (ASTM A709 Grade 36)||fb = [[#A1-notes|(**)]] ||fy = 36,000||psi
|-
|Steel Pile (ASTM A709 Grade 50)||fb = [[#A1-notes|(**)]] ||fy = 50,000||psi
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ & _ .
|}

<div id="A1-notes"></div>
(**) 6,000 9,000 12,000 Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.

(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts. (Modify if Ø angle dictates.)

(2) All Prestressed Concrete Girder Structures.

(3) Slabs, diaphragms or beams poured integrally with the slab.

Note to Detailer: Use f'c and fy for Load Factor Design.

=== A2. Box Culverts and Other Type Structures ===

'''All Boxes'''

'''(A2.0)'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:     <math>\Box</math>   Precast Box used     <math>\Box</math>   Cast-in-Place Box used

'''All Boxes on Rock'''

'''(A2.1)'''
:Anchor full length of walls by excavating 6" into and casting concrete against vertical faces of hard, solid, undisturbed rock.

'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.

'''All Boxes with Bottom Slab'''

'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.

'''Culverts on Rock Where Holes or Crevices may be Found''' 
'''(Normally where soundings show rock to be very irregular)'''

'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
:Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3'-0" in width shall be poured up from rock to bottom of walls. If top of rock is more than 3'-0" below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer. Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.

'''Box Type Structures on Rock or Shale Widened or Extended with Floor (Example)'''

'''(A2.4)'''
:Fill material under the 5" slab shall be firmly tamped before the slab is poured.

'''Box Culverts with Bottom Slab that Encounter Rock'''

'''(A2.5) (Use when specified on the Design Layout.)'''
:Excavate rock 6" below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.

'''Curved Box Culverts (Box on curve)'''

'''(A2.6)'''
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16'-0").

'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
:Excavate 3'-0" below the box and fill with suitable backfill material.

'''For Box Culverts where collar is provided, place the following note on plan sheet.'''

'''(A2.8)'''
:If precast option is used, collars shall be provided between all precast pieces.

'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 on the plan sheet. These notes are not needed if an appropriate standard plan is referenced.'''

'''(A2.9)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls. The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape. The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract unit price for other items.

'''(A2.10)'''
:Preformed fiber expansion joint material shall be securely stitched to one face of the concrete with no. 10 gage copper wire or no. 12 gage soft drawn galvanized steel wire.

'''(A2.11)'''
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.

'''(A2.12)'''
:Note: Slope of bottom slab shall be placed at natural stream gradient.

'''(A2.13)'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.

=== A3. All Structures ===

'''Neoprene Pads:'''

'''(A3.2) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Bearings shall be 50 60 70 durometer neoprene pads.

'''Fabricated Steel Connections:'''

'''(A3.3) Use on all steel structures.'''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.

'''Joint Filler:'''

'''(A3.4) Use on all structures (except culverts).'''
:All joint filler shall be in accordance with Sec 1057 for preformed sponge rubber expansion and partition joint filler, except as noted.

'''Reinforcing Steel:'''

'''(A3.5)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

=== A4. Protective Coatings ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".

'''Steel Structures - Non-Weathering Steel'''

'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
:Protective Coating: System G in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Recoating Structural Steel".

'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
:'''Existing Steel - contract lump sum unit price per sq. foot for Field Application of Inorganic Zinc Primer.'''

:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit lump sum price per sq. foot for the Fabricated Structural Steel "Field Application of Inorganic Zinc Primer". Tint of the prime coat for System G shall be similar to the color of the field coat to be used.

'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
:Field Coats: The color of the field coats shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Finish Field Coat (System G)".   At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

(*) The coating color shall be specified on the Design Layout.

'''New Steel Structures - Weathering Steel'''

'''(A4.11)'''
:Protective Coating: System H in accordance with Sec 1081.

'''(A4.12)'''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.

'''(A4.13)'''
:Prime Coat: The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.

'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''

'''(A4.14)'''
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints. Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.

'''(A4.15)'''
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the Fabricated Structural Steel. At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

'''(A4.20) Use note on recoating truss bridges.'''
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.

'''Structures having Access Doors'''

'''(A4.23)'''
:Structural steel access doors shall be cleaned and coated in the shop or field with at least two coats of inorganic zinc primer to provide a minimum dry film thickness of 5 mils. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and A153. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.

'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.

'''Weathering steel or concrete structures having girder chairs but no coating item.'''

'''(A4.27)'''
:Structural steel for the girder chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the girder chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the girder chairs will be considered completely covered by the contract unit price for other items.

'''Structural Steel Protective Coatings:'''

'''(A4.31)'''
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Overcoating Structural Steel".

'''(A4.32)'''
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for "Calcium Sulfonate Rust Penetrating Sealer".

'''(A4.33)'''
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Primer".

'''(A4.34)'''
:Topcoat: The color of the topcoat shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Tan (Federal Standard #23522) Green (Federal Standard #24260). The cost of the topcoat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Topcoat".

'''Structures with Exposed Piling'''

'''(A4.38) Use note when recoating existing exposed piles.'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of aluminum gray epoxy-mastic primer applied over an SSPC-SP6 surface preparation in accordance with Sec 1081. The requirements for bituminous coating shall be in accordance with Sec 702. These protective coatings will not be required below the normal low water line or below the existing ground line. The cost of surface preparation will be considered completely covered by the contract lump sum price for "Surface Preparation for Applying Epoxy-Mastic Primer". The cost of the aluminum gray epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "Aluminum Gray Epoxy-Mastic Primer".

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".

'''(A4.41) Use note with weathering steel structures.'''
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.

'''(A4.42) Use note with coating for concrete bents and piers urethane or epoxy.'''
:Protective coating for concrete bents and piers (Urethane) (Epoxy) shall be applied as shown on the bridge plans and in accordance with Sec 711.

'''(A4.43)(Use notes when specified on Design Layout.)'''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

'''(A4.44)(Use notes when specified on Design Layout.)'''
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

=== A5. Miscellaneous ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".

'''(A5.1) Use on all grade separations.'''
:A minimum vertical clearance of           from crown of existing lanes and a minimum lateral clearance of           centered on existing lanes shall be maintained during construction.

'''(A5.2) Use when traffic is to be maintained during construction.'''
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.

'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106 and Field Section (FS-712) from Materials Manual.

'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
:Payment for furnishing all materials, labor and excavation necessary to construct the Lt. Rt. both detached wing walls at End Bents No.       and No.      including the Class    Excavation,     Pile, [[#A5-notes|(1)]], Class B B-1 Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.

'''(A5.5) Use the following note on all structures.'''
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.

<div id="A5-notes"></div>
(1) List all items used for the detached wing walls.

(2) For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.

== B. Estimated Quantities Notes ==

=== B1. General ===

==== B1a. Concrete ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.1) (Use on steel structures only.)'''
:All concrete above the lower construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.2)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''

'''(B1.3) (Use on steel structures only.)'''
:All concrete between the upper and lower construction joints in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel.

'''(B1.4)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Integral End Bents'''

'''(B1.5)'''
:All reinforcement in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''Intermediate Bents with Concrete Diaphragms'''

'''(B1.5.1)'''
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.2)'''
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Non-Integral End Bents with Concrete Diaphragms'''

'''(B1.5.3)'''
:All reinforcement in the concrete diaphragms at End Bents No.   is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.4)'''
:All concrete in the concrete diaphragm at End Bents is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Semi-Deep Abutments'''

'''(B1.6)'''
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutments.

'''End Bents with Expansion Device'''

'''(B1.7)'''
:Concrete above the upper construction joint in backwall at End Bents No.    is included with Class B-2 Concrete (Slab on             ) Quantities.

'''Sidewalk'''

'''(B1.8)'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).

'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''

'''End Bents'''

'''(B1.9.1)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.9.2)'''
:All reinforcement in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Intermediate Column Bents integral with slab'''

'''(B1.9.3)'''
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.

'''(B1.9.4)'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.

'''Intermediate Pile Cap Bents integral with slab'''

'''(B1.9.5)'''
:All concrete in the intermediate bent caps is included with Superstructure Quantities.

'''(B1.9.6)'''
:All reinforcement in the intermediate bent caps is included with Superstructure Quantities.

==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.

'''Retaining Walls'''

'''(B1.11)'''
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.

'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''

'''(B1.12)'''
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bents will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).

'''Note to Detailer:''' For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.

'''(B1.13)'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.

'''Structures Having Neoprene Bearing Pads'''

'''(B1.14) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Plain Laminated Neoprene Bearing Pads (Tapered) shall be in accordance with Sec 716.

=== B2. Welded Wire Fabric ===

'''Structures with Welded Wire Fabric'''

'''(B2.4)'''
:Weight of 6 x 6 - W2.1 x W2.1 welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)

{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="4"|WELDED WIRE FABRIC WEIGHT
|-
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|-
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|-
|4 x 4 - W4 x W4||4"||4 ga.||85
|}

See CRSI Manual for other sizes.

Table should not be shown on plans

(*) Modify for type actually used. Show type on details where the fabric is shown.

"W" denotes smooth wire; the number following indicates cross sectional area in hundredths of a square inch. Deformed wire is denoted by the letter "D".

=== B3. Estimated Quantities Tables ===

==== B3a. Bridges ====

'''(B3.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="3" |  ||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|}

{|
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
|}

'''(B3.2)'''
:Cost of channel shear connectors C4 x 5.4 (ASTM A709 Grade 36) in place will be considered completely covered by the contract unit price for Structural Steel Piles ( 10 in. 12 in. 14 in.).

{|
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
|}

'''(B3.3)'''
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.

{|
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently. The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
|}

'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''

'''(B3.4)'''
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.

'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.

'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.

'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''

'''(B3.7)'''
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.

==== B3b. Box Culverts & Slab on Semi-Deep ====

Estimated Quantities Table for Box Culverts

The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.

The four extra spaces at the bottom of the table are not required as specified before.

'''(B3.11)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="2" |  
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final Quantities
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}

<math>\, *</math> Note to Detailer:
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).

==== B3c. Slabs ====

The following table is to be placed on the design plans under the table of estimated quantities.

'''(B3.21) Table of Slab Quantities'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for                       
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Semi-Deep Abutment'''" or "'''Reinforced Concrete Slab Overlay'''".

"'''Reinforced Concrete Slab Overlay'''" shall be used with prestressed concrete voided slab beams, prestressed concrete box beams and prestressed double-tees.

'''(B3.22)'''
:The table of Estimated Quantities for               represents the quantities used by the State in preparing the cost estimate for concrete slabs. The area of the concrete slab will be measured to the nearest square yard with the horizontal dimensions as shown on the plan of slab. Payment for prestressed panels, stay-in-place forms, conventional forms, all concrete and coated and uncoated reinforcing steel will be considered completely covered by the contract unit price for the slab. Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.

'''(B3.23)'''
:Method of forming the slabs shall be as shown on the plans and in accordance with Sec 703. All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.

'''(B3.24) Use note for optional forming.'''
:Slab shall be cast-in-place with conventional forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.

'''Stay-In-Place Forms:'''

'''(B3.30)'''
:Permanent steel bridge deck forms, supports closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653. Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.

'''(B3.31)'''
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material. The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.

'''(B3.32)'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams flanges. Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end. Form supports shall be placed in direct contact with the flange. Welding on or drilling holes in the flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712. MoDOT certified field welders will not be required for welding of the form supports.

'''Precast Prestressed Panels:'''

'''(B3.40)'''
:The Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder are based on skewed precast prestressed end panels.

'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.

'''(B3.42)'''
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

==== B3d. Asphalt Wearing Surfaces ====

The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.

'''(B3.50)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="2"| 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic Concrete Wearing Surface
|width="175pt"| 
|-
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface with Asphalt Binder Type
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used (<math>\sqrt{}</math>)
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
|}

{|
|valign="top"|<math>\, *</math>
|The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Design Layout for the type of Superpave mixture required.
|-
| 
|See the Design Layout for the asphalt binder required.
|}

'''(B3.53)'''
:The contractor shall select one of the alternate asphaltic concrete wearing surfaces listed in the table. The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.

'''(B3.54)'''
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured transversely from out to out of overlay and longitudinally from end of slab to end of slab.

'''(B3.56)'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.

== C. Reinforcing Steel Notes ==

=== C1. Bill of Reinforcing Steel ===

Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.

'''(C1.1) Same marks used for unlike bars on different units.'''
:Bars in the above units are to be billed and tagged separately.

'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
:See Sheet No.       for bill of reinforcing steel for         .

'''BENDING BY CRSI STANDARDS'''

'''(C1.3)'''
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.

'''(C1.4)'''
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.

'''(C1.5)'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)

'''(C1.6)'''
:Payweights are based on actual lengths.

'''(C1.7)'''
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.

'''(C1.8)'''
:E = Epoxy coated reinforcement.

'''(C1.9)'''
:S = Stirrup.

'''(C1.10)'''
:X = Bar is included in substructure quantities.

'''(C1.11)'''
:Actual lengths are measured along centerline bar to the nearest inch.

'''(C1.12)'''
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.

'''(C1.13)'''
:No. ea. = Number of bars of each length.

'''(C1.14)'''
:Four angle or channel spacers are required for each column spiral. Spacers are to be placed on inside of spirals. Length and weight of column spirals do not include splices or spacers.

'''(C1.15)'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.

'''EPOXY COATED REINFORCING STEEL'''

'''Note to Detailer:''' All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; Also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.

(Two additional reinforcing bars of each bar size that is required to be epoxy coated, should be included in the bar bill for test purposes. These additional bars should be added to one of the required bar marks and not as a special bar. Test bars should, preferably, be 10 feet or more in length. If a bar 10 foot long cannot be found, use the bar with the largest available straight section.

'''(C1.15)'''
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.

<div id="(1)b"></div>
(1) Bar mark of bars for which additional bars have been included.

=== C2. Prestressed Girders & Prestressed Panels ===

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.

'''(C2.1)'''
:All dimensions are out to out.

'''(C2.2)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(C2.3)'''
:Actual lengths are measured along centerline of bar to the nearest inch.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.

'''(C2.4)'''
:Minimum clearance to reinforcing shall be 1".

'''(C2.5)'''
:All reinforcement shall be Grade 60.

'''(C2.6)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.

'''(C2.7)'''
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 and U2 bar. [[#C2-notes|(*)]]

'''(C2.8)'''
:All S and U reinforcing bars shall be epoxy coated.

'''(C2.9)'''
:All reinforcement shall be Grade 60.

Place the following notes with the above appropriate notes for prestressed panels.

'''(C2.10)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(C2.11)'''
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.

'''(C2.12)'''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to insure proper handling, may be used in lieu of the #3-P2 bars shown. Wire or bar diameter shall not be larger than 0.375 inches. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.

'''(C2.13)'''
:The reinforcing steel shall be tied securely to the 3/8"ø strands with the following maximum spacing in each direction:
: #3-P2 bars at 16 inches.
: Welded wire fabric or welded deformed bar mats at 2'-0".

'''(C2.14)'''
:Tie the #3-U1 bars to the #3-P2 bars, to the welded wire fabric or the welded deformed bar mats at about 3'-0" centers.

'''(C2.15)'''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.

<div id="C2-notes"></div>
(*) Add U2 bar for skewed structures only.

=== C3. Mechanical Bar Splices ===

Place the following note near mechanical bar splice detail.

'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
:The contractor shall use a mechanical bar splice for         bars at the specified location. The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction joint. No additional payment will be made for any additional bar lengths required for the mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel.

'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''

== D. Temporary Bridge Notes ==

=== D1. General ===

Place the following notes on the front sheet.

'''(D1.1)'''
:Timber:
:      All timber shall be standard rough sawn. At the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.

'''(D1.2)'''
:Bolts:
:      All bolts shall be high strength ASTM A325 except as noted.

'''(D1.3)'''
:Misc:
:      The superstructure only & cap beam units will be provided by the State and shall be transported from          Maintenance Lot. The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No.          is open to traffic.

'''(D1.4)'''
:      All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing. Structural tubing coating shall be in accordance with Sec 718.

'''(D1.11) Place with shim plate details on the bent sheet.'''
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents. Shim plates may vary in thickness from 1/16" to thickness required.

'''(D1.21) Place near half section of bridge flooring.'''
:Steel bridge flooring shall be Foster 5" RB/8.0 or American Bridge 5" Open I-Beam-Lok Type 8S open steel bridge flooring. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.

'''(D1.22)'''
:Note: Field connections shall be 7/8"ø high strength bolts with holes 1 1/16"ø except as noted.

'''(D1.23) Place near details of u-bolts lifting device.'''
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior stringer of each unit. U-bolts shall be removed during the time the bridge is open to traffic. Position of the U-bolts may be shifted slightly to miss the bars in the flooring.

== E. General Elevation and Plan Notes ==

=== E1. Excavation and Fill ===

Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)

'''(E1.1)'''
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation       . Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Removal of Roadway Fill at Side (When specified on the Design Layout.)

'''(E1.2)'''
:Old roadway fill on the left right shall be removed to the natural ground line for the length of the new bridge as roadway excavation. Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Fill at Pile Cap End Bents (All pile cap end bents)

'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete approach'''(*)''' beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.

=== E2. Foundation Data Table ===

The following table is to be placed on the design plans and filled out as indicated.

'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Foundation Data
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Detached wing walls only)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Except detached wing walls)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Trestle
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|16" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP12x53
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|HP10x42
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|15
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|12
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|6
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|25
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|67
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|53
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Modified Gates Formula
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing or Nominal Axial Pile Compression Resistance
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|10.2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|22.6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Design Side Friction
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| ||colspan="8" align="left"|Notes:
|-
| ||colspan="4" align="left"|Pile Driving Verification Method || colspan="4" align="left"|Modified Gates Formula
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Dynamic Pile Testing
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Other
|-
| ||colspan="8" align="left"|Use Design Bearing for LFD designs and Nominal Axial Pile Compression Resistance for LRFD designs.
|-
|
|-
| ||colspan="4" align="left"|Criteria for Minimum Tip Penetration || colspan="4" align="left"|Scour
|-
| ||colspan="4"| || colspan="4" align="left"|Tension or uplift capacity
|-
| ||colspan="4"| || colspan="4" align="left"|Lateral stability
|-
| ||colspan="4"| || colspan="4" align="left"|Penetration anticipated soft geotechnical layers
|-
| ||colspan="4"| || colspan="4" align="left"|Minimize post construction settlement
|-
| ||colspan="4"| || colspan="4" align="left"|Minimum embedment into natural ground
|-
| ||colspan="4"| || colspan="4" align="left"|Other
|-
|
|-
| ||colspan="4" align="left"|Hammer Energy Required || colspan="4" align="left"|See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
|}

::The following is for LFD:

{|
| || ||valign="top"|[[Image:751.50 circled 1.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:
|-
| || || || 
#Design bearing value for AASHTO group loads I thru VI.
#Design bearing for seismic loads / 2.0
|}

'''Shallow Footings (When specified on the Design Layout.)'''

'''(E2.10)'''

:In no case shall footings of Bents No.       and       be placed higher than elevations shown       and       , respectively.

'''Driven Piles'''

'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s)       and       to elevation(s)       and       , respectively.

'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
:Prebore to natural ground line.

'''(E2.22) (Use the following note when pile point reinforcement is required)'''
:Manufactured pile point reinforcement shall be used on all piles in this structure at Bents       and       .

'''(E2.23) (Use when static test piles are required.) This number of piles in table should not include test piles. If test piles are specified, place an * beside the number of piles at the bents indicated.'''
: *One concrete test piles shall be driven in permanent position, one for each bents, at Bents No.       and       .

'''(E2.24) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
:Fluted type cast-in-place pile shall not be permitted.

'''Drilled Shafts'''

'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
:An additional 4 feet has been added to V-bar lengths and an additional __ P-bars has been added for possible change in drilled shaft or rock socket depth. The excess V-bar length shall be cut off or included in the reinforcement lap if not required. The P-bars shall be spaced similarly to that shown in elevation where required or a lesser spacing if not required but not less than 5" cts.

'''(E2.31) Note not required with drilled shafts for high mast tower lighting.'''
:Concrete coring shall be performed on       of the drilled shafts and rock sockets in accordance with [http://modot.mo.gov/business/standards_and_specs/Sec0701.pdf Sec 701.] Sonic logging testing shall be performed on all drilled shafts and rock sockets.

'''Note to designer:'''

Coring shall be approximately 10% of the total number of drilled shafts (i.e., 1 in 10 shafts or 2 in 20 shafts) or only core one shaft for smaller structures unless additional cores would be prudent for a specific project.

'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
:Drilling slurry, if used, shall require desanding.

'''(E2.33) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
:The following non-factored base reactions were used to design the drilled shafts for the       ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.

: *'''Values used in the design of the drilled shaft.'''

'''(E2.34) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.

=== E3. Miscellaneous ===

'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
:All bents are parallel.

'''Boring Data'''

'''(E3.2) (Place on Front Sheet when borings are provided)'''
:[[Image:751.50 boring location mark.gif]] Indicates location of borings. '''Notice and Disclaimer Regarding Boring Log Data''' The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure. Boring data for the numbered locations is shown on Sheet(s) No.   . The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request. No greater significance or weight should be given to the boring data depicted on the plan sheets than is subsurface data available from the district or elsewhere.   The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.

'''(E3.3) (Place on all Retaining Wall Plans)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.

'''(E3.4) (Place on the Boring Data Sheet)'''
:For location of borings see Sheet No.   .

'''Final clearance - Bridges over railroads'''

'''(E3.5) Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
:(<math>\, *</math>) Final vertical clearance from top of rails to bottom of superstructure shall be at least <math>\, **</math>. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.

:<math>\, **</math> Clearance specified on the Design Layout (23'-0" min.).

'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''

'''(E3.6)'''
:Seal course is designed for a water elevation of           .

'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation [[#E5 notes|(1)]]. [[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].

<div id="E5 notes"></div>
(1) Elevation as shown on the Design Layout.

(2) Do not use payment sentence when footing elevation remains the same.

(3) Increase footing length when required by design.

== F. Blank ==

== G. Substructure Notes ==

=== G1. Concrete Bents ===

'''Expansion Device at End Bents'''

'''(G1.1)'''
:Top of backwall for end Bents No.       shall be formed to the crown and grade of the roadway. Backwall above upper construction joints shall not be poured until the superstructure slab has been poured in the adjacent span.

'''(G1.1.1)'''
:All concrete above the upper construction joint in backwall shall be Class B-2.

'''Abutments with Flared Wings'''

'''(G1.2)'''
:Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.

'''Stub Bents'''

'''(G1.3)'''
:Safety barrier curbs, parapets and end post shall not be poured until the slab has been poured in the adjacent span.

'''Stub Bents Embedded in Rock or on Footings'''

'''(G1.4)'''
:Rock shall be excavated to provide at least 6" of earth under the beam and wings.

'''End Bents with Turned-Back Wings'''

'''(G1.5) (Use for Non-Integral End Bents only.)'''
:Field bending shall be required when necessary at the wings for #   -H    bars in the backwalls for skewed structures and for #   -F    bars in the wings for the slope of the wing.

'''(G1.6)'''
:For reinforcement of the safety barrier curb, see Sheet No.     .

'''Integral End Bents'''

'''(G1.7)'''
:Bend F    bars in field to clear girders.

'''(G1.7.1)'''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".

'''(G1.8)'''
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.

'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
:The top two epoxy bars in the detached wing walls shall be included with the Superstructure Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''(G1.9)'''
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.

'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''

'''(G1.10)'''
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.

'''Ground Line Within Semi-Deep Abutments'''

'''(G1.11)'''
:In no case shall the earth within Abutments No.    and    be above the ground line below. Forms supporting the abutment slab may be left in place.

'''Pile Variation for Semi-Deep Abutments'''

'''(G1.12)'''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No.    and   .

'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''

'''(G1.13)'''
:Exposed steel piles steel pile shells within the abutment shall be coated with a heavy coating of an approved bituminous paint.

'''All Substructure Sheets with Bearing Anchor Bolts'''

'''(G1.15)'''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".

'''All Substructure Sheets with Girder Chairs'''

'''(G1.16)'''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural      Steel.

'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.

'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.

'''(G1.42) Place the following note on plans when using Optional Section for Column-Web beam joints.'''
:At the contractor's option, the details shown in optional Section  -  may be used for column-web beam or tie beam at intermediate Bent No.   . No additional payment will be made for this substitution.

'''(G1.43) Place the following note on plans when you have adjoining twin bridges.'''
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.

=== G2. Deadman Anchors ===

'''(<math>\, *</math>) Size of rod.'''

'''(G2.1)'''
:Construction sequence:

'''(G2.2)'''
:Construct end bent with anchor tees in place.

'''(G2.3)'''
:Construct deadman with anchor tees in place.

'''(G2.4)'''
:Machine compact fill up to elevation of (*)"ø rod and turnbuckle.

'''(G2.5)'''
:Install (*)"ø rod, clevis and turnbuckle assembly.

'''(G2.6)'''
:Tighten turnbuckle until snug.

'''(G2.7)'''
:Hand compact fill for 12" (min.) over (*)"ø rod and turnbuckle.

'''(G2.8)'''
:Machine compact remaining fill.

'''(G2.9)'''
:All anchor tees, rods, clevises, turnbuckles, etc. shall be fabricated from ASTM A709 Grade 36, ASTM A668 Class F or equivalent steel and galvanized in accordance with Sec 1081. Shop drawings will not be required. All concrete shall be Class B. All reinforcing steel shall be Grade 60.

'''(G2.10)'''
:All metal members of the anchorage system not embedded in concrete shall be cleaned and receive a heavy coating of an approved bituminous paint.

'''(G2.11)'''
:Fine aggregate shall be in accordance with Sec 1005 and shall be placed below and above the rod and turnbuckles.

'''(G2.12)'''
:Payment for all materials, excavation, backfill and any other incidental work necessary to complete the Deadman Anchorage Assembly will be considered completely covered by the contract unit price per each.

'''(G2.13)'''
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.

=== G3. Vertical Drain at End Bent ===

'''(G3.1)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated steel pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

'''(G3.2)'''
:Place drain pipe at fill face of end bent and slope to lowest grade of ground line, also missing the lower beam of end bent by 1 1/2". (See elevation at end bent.)

'''(G3.3)'''
:Perforated pipe shall be placed at fill face side at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.

=== G4. Substructure Quantity Table ===

'''(B4.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Quantity
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|-
!colspan="3"|Items shown are for example only, use actual items and quantities for each bent.
|}

'''(G4.2)'''
:Note: These quantities are included in the estimated quantities table on Sheet No.   .

'''Note to Detailer:''' Place substructure quantity table on right side of substructure bent sheet.

=== G5. 20" and 24" CIP Piles ===

'''(Do not use without approval of Structural Project Manager or Liaison)'''

'''(G5.1)'''
:All concrete for cast-in-place piles shall be Class B-1.

'''(G5.2)'''
:Additional thickness may be required for thin shelled types to provide sufficient strength to withstand driving without injury and to resist harmful distortion or buckling due to soil pressure after being driven and the mandrel removed.

'''(G5.3)'''
:Where 3/4" closure plates are required for tips of pipe piles, the closure plates shall not project beyond the outside diameter of the pipe piles. Satisfactory weldments may be made by beveling tip ends of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe.

'''(G5.4)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.

'''(G5.5)'''
:All splices of shells for cast-in-place concrete piles shall be made watertight and to the full strength of the shell above and below the splice to permit hard driving without damage. All shells damaged during driving shall be replaced without cost to the State. Shell sections used for splicing shall be at least 5'-0" in length. The splice at the tapered section shall be at least 3'-0" below the streambed for intermediate trestle type bents.

'''(G5.6)'''
:Waterjetting will be permitted with 20" or 24" piles.

'''(G5.7)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.

'''(G5.8)'''
:Note: INDICATE IN REMARKS COLUMN:
::A.) IF PILING WERE DRIVEN TO PRACTICAL REFUSAL.
::B.) PILE BATTER IF OTHER THAN SHOWN ON BENT DETAIL SHEET.
::C.) TYPE OF PILING USED.

'''(G5.9)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.

== H. Superstructure Notes ==

=== H1. Steel ===

'''Plate Girders - (Shop welding)'''

'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required. All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on Design Plans.

'''Welded Shop Splices'''

'''(H1.1.1) Place near Welded Shop Splice Details.'''
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer. No additional payment will be made for optional welded shop web and flange splices.

'''(H1.2)'''
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.

'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.

'''Plate Girders with Camber'''

'''(H1.4) Place near the elevation of girder.'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No.   .

'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''

'''(H1.5)'''
:Camber includes allowance for vertical curve, superelevation transition, and for dead load deflection due to concrete slab, curb, asphalt, concrete wearing surface and structural steel.

'''(H1.6)'''
:  % of dead load deflection is due to the weight of structural steel.

'''(H1.6.1)'''
:Dead load deflection includes weight of structural steel, concrete slab, and barrier curb.

'''(H1.7)'''
:     dimensions may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel. No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.

'''Note:''' Increase the haunch by 1/2"± more than what is required to make one size shear connector work for both the C.I.P. and the S.I.P. Options.

'''ASTM A709 Grade 50W Structural Steel (Uncoated)'''

'''(H1.8) Place near detail of bolted field splice.'''
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.

'''Structures without Longitudinal Section'''

'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
:Haunch slab to bear.

'''Top of End Bent Backwall (Without expansion device)'''

'''(H1.10)'''
:Two layers of 30# roofing felt.

'''Section thru Spans'''

'''(H1.11) Place on the slab sheet when applicable.'''
:For details of safety barrier curb parapet median bridge rail not shown, see Sheet No.   .

'''Web Stiffeners'''

'''(H1.12)'''
:Whenever longitudinal stiffeners interfere with bolting the diaphragms cross frames in place, clip stiffeners.

'''(H1.13)'''
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.

'''(H1.14)'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.

'''(H1.15)'''
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.

'''Wide Flange Beams - (Shop Welding)'''

'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices. All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.

'''Shear Connectors'''

'''(H1.17) Include shear connectors in material which connectors are attached.'''
:Weight of     pounds of shear connectors is included in the weight of Fabricated Structural     Steel.

'''(H1.18)'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.

'''Notch Toughness for Wide Flange Beams
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
:(Place the following note near the "Plan of Structural Steel".)'''

'''(H1.19)'''
:<math>\, *</math> Notch toughness is required for all wide flange beams.

'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''

'''(H1.20)'''
:<math>\, *</math> Notch toughness is required for all welded flange plates pin plates hanger bars.

'''Notch Toughness for Plate Girders
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''

'''(H1.21)'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
:All web plates shall be subject to notch toughness requirements.

'''(H1.21.1)'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.

'''(Place <math>\, ***</math> near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)'''

'''(H1.22)'''
:<math>\, ***</math> Indicates flange splice plates pin plates hanger bars subject to notch toughness requirements.

'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''

'''(H1.23)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 50, except as noted.

'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel and Elevation of Stringers or Girders'''

'''(H1.24)'''
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.

'''Oversized Holes for Intermediate Diaphragms'''

'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''

'''(H1.26)'''
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt. A hardened washer shall be used under the bolt head and nut when this option is used. Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.

'''Slab drain attachment holes'''

'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''

'''(H1.27)'''
:For location of slab drain attachment holes, see slab drain details sheet.

'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''

'''(H1.28)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.29)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel'''

'''(H1.31)'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Elevation of Stringers or Girders'''

'''(H1.32)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.

'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''(H1.36)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.37)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Structures on Vertical Curve'''

'''(H1.39)'''
:Elevations shown are at top of web before dead load deflection.

'''6 x 6 x 3/8 Angle Connection to Top Flange'''

'''(H1.40)'''
:The two 3/4"ø high strength bolts that connect the 6 x 6 x 3/8 angle to the top flange shall be placed so the nut is on the inside of flange toward the web.

'''6 x 6 x 3/8 Angle Connection to Top Flange for Structures on Vertical Curve'''

'''(H1.40.1)'''
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.

'''Bolted Field Splices for Plate Girders & Wide Flange Stringers'''

'''(H1.41)'''
:Use 7/8"ø high strength bolts with 15/16"ø holes.

'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''

'''(H1.42)'''
:Bolts on intermediate diaphragms and cross frames that connect girders stringers under different construction stage slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.

=== H2. Concrete ===

==== H2a. Continuous Slab ====

'''Tubes for Voids'''

'''(H2.1)'''
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers. Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].

(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|+(Do not show this table on plans)
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
|-
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
|}

==== H2b. Precast Prestressed Panels ====

'''(H2.5)'''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.

'''(H2.6)'''
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.

'''(H2.7)'''
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.

'''(H2.8)'''
:Initial prestressing force = 17.2 kips/strand.

'''(H2.9)'''
:The method and sequence of releasing the strands shall be shown on the shop drawings.

'''(H2.10)'''
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer. Panel lengths shall be determined by the contractor and shown on the shop drawings.

'''(H2.11)'''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth. No separate payment will be made for additional concrete and reinforcing required.

'''(H2.12)'''
:Use #3-P3 bars if panel is skewed 45° or greater.

'''(H2.13)'''
:All reinforcement other than prestressing strands shall be epoxy coated.

'''(H2.14''')
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.

'''(H2.15)'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.

'''(H2.16)'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.

'''(H2.17)'''
:S-bars are not listed in the bill of reinforcing.

'''(H2.18)'''
:All panel support pads shall be glued to the girder. When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom. The glue used shall be the type recommended by the panel support pads manufacturer.

'''(H2.19)'''
:Precast panels may be in contact with stirrup reinforcing in diaphragms.

'''(H2.20)'''
:Extend S-Bars 18 inches beyond the front face of end bents only.

'''(H2.21)'''
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands. Strands 2'-0" or shorter may then be debonded at the fabricator's option.

'''(H2.22)'''
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.

'''(Prestressed Spans)'''

'''(H2.26)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2 inches total thickness shall be used.

'''(H2.27)'''
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.

'''(H2.28)'''
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness. Dimensions shall be shown on the shop drawings.

'''(H2.29)'''
:Slab thickness over prestressed panels varies due to girder camber.

'''(H2.30)'''
:In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for necessary grade adjustment.

'''(H2.31)'''
:Use slab haunching diagram on Sheet No.    for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.

'''(Steel Spans)'''

'''(H2.34)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch, except over splice plates where minimum thickness shall be 1/4 inch. When the material is less than 1/2 inch thick over a splice plate, the width of material at the splice shall be the same width as panel on splice. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2" total thickness shall be used.

'''(H2.35)'''
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram. The polystyrene bedding material may be cut to match haunch height above top of flange.

'''(H2.36)'''
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel. No payment will be made for additional labor or materials for the adjustment.

'''(H2.37)'''
:S-bars shown are used with skewed end panels, or square end panels of square structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.

'''(H2.38)'''
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No.   . These adjustments shall be within the limits noted in the general notes.

'''(H2.39)'''
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.

==== H2c. Prestressed Girders ====

'''General Notes: Prestressed I Girders and Double-Tee Girders'''

'''(H2.41)'''
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> =      psi and <math>\, f'_{ci}</math> =      psi.

'''(H2.42)'''
:(+) indicates prestressing strand.

'''(H2.43)'''
:Use     strands with an initial prestress force of     kips.

'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''

'''(H2.44)'''
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, 1/2 0.6 inch diameter in accordance with AASHTO M 203, Grade 270. Pretensioned members shall be in accordance with Sec 1029.

'''Place the following notes with the above general notes for Prestressed I-Girders only.'''

'''(H2.45)'''
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.

'''(H2.46)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.47)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.48) (Use only when applicable.)'''
:Exterior and interior girders are the same, except for coil ties, and coil inserts for slab drains and holes for steel intermediate diaphragms.

'''(H2.49)'''
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until girders are erected, then replaced by coil tie rods.

'''(H2.50)'''
:All B1 and C1 bars shall be epoxy coated.

'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''

'''(H2.51)'''
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.

'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
:<math>\, **</math> At the contractor's option the location for bent-up strands may be varied from that shown. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.

<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.

'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''

'''(H2.53)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.

'''(H2.54)'''
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.

'''(H2.55)'''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H2.56)'''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.

'''(H2.57) Place near diaphragm details.'''
:Diaphragms at intermediate bents shall be built vertical.

'''Slab Haunching'''

'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
:The slab thickness varies from (1) to (2) within the parabolic crown.

'''(1) Minimum slab thickness.''' 
'''(2) Minimum slab thickness minus 1/4".'''

'''(H2.59) Place with camber diagram.'''
:Conversion factors for girder camber
:::'''Use with spans 75' and greater in length.'''
:::0.1 pt. = 0.314 x 0.5 pt.
:::0.2 pt. = 0.593 x 0.5 pt.
:::0.3 pt. = 0.813 x 0.5 pt.
:::0.4 pt. = 0.952 x 0.5 pt.

:::'''Use with spans less than 75' in length.'''
:::0.25 pt. = 0.7125 x 0.5 pt.

'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
:If girder camber is different from that shown in the camber diagram, adjustment of the slab haunches, an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. No payment will be made for additional labor or materials required for variation in haunching, slab thickness or grade adjustment.

'''(H2.61)'''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on Steel Concrete I-Girders Concrete Bulb-tee Girders.

'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
:Prestressing strands at End Bents No.    and    and Intermediate Bents No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.

'''(H2.64)'''
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.

'''(H2.65)'''
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.

'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].

'''(H2.66)'''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.

'''(H2.67)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.

'''(H2.68)'''
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.

'''(H2.69)'''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.

'''(H2.70) Place on the Prestressed I Girder sheet.'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed.

'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.

'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''

'''(H2.80)'''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagram. Concrete in the slab is included in the estimated quantities for Reinforced Concrete Slab Overlay..

'''(H2.81)'''
:The slab is to be built parallel to grade and to a minimum thickness of   " (Except varies from   " to   " within parabolic crown).

'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''

'''(H2.82)'''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.

'''(H2.83)'''
:See girder sheet for girder camber diagram.

'''(H2.84)'''
:Lifting loops: Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.

'''(H2.85)'''
:Welded wire fabric: Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.

'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''

'''(H2.86)'''
:See slab sheet for spacing of rail posts.

'''(H2.87)'''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.

'''(H2.88)'''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents =  '- ".

'''(H2.89)'''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".

==== H2d. Prestressed NU Girders ====

'''General Notes: Prestressed NU Girders'''

'''(H2.90)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.91)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.92)'''
:Girders shall be lifted by devices designed by the fabricator.

'''(H2.93)'''
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Bond breaker shall be applied to this region only. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.

'''(H2.94)'''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60. Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.

'''(H2.95)'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms.

'''(H2.96)'''
:Drilling is not allowed.

'''Note to Detailer:''' Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.

'''Prestressed Girders & Prestressed Panels:'''
:C2.1, C2.2, C2.3 & C2.4

'''Concrete - Prestressed Girders'''
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88

=== H3. Bearings ===

==== H3a. Type C & D ====

'''The following notes apply to Type "C" Bearings.'''

'''(H3.1)'''
:Anchor rods for Type "C" bearings shall be 1"ø ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel. The top of anchor rods shall be set approximately 1/4" below the top of bearing.

'''(H3.2)'''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.3)'''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.4)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.5)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following notes apply to Type "D" Bearings.'''

'''(H3.6)'''
:Anchor rods for Type "D" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.7)'''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.8)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.9)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.10)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note applies to Type "D" Bearings Modified.'''

'''(H3.11)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3b. Type E ====

'''The following notes apply to Type "E" Bearings.'''

'''(H3.15)'''
:Anchor rods for Type "E" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.16''')
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.17)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.18)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.19)'''
:[[Image:751.50 circled 1.gif]] bonded lubricant

'''(H3.20)'''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147. The coated areas shall be protected for shipping and erection.

'''(H3.21)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note apply to Type "E" Bearings Modified.'''

'''(H3.22)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3c. Type N PTFE ====

'''(H3.25)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.26)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.27)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.28)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''

'''(H3.29) Use grade per Design Comps.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum). The stainless steel plate shall be protected from any coating.

'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''

'''(H3.29.1)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.30)'''
:Type N PTFE Bearings shall be in accordance with Sec 716.

'''(H3.32)'''
:Stopper plates and straps shall be provided to prevent loss of support due to creeping of PTFE bearings. Payment for fabricating and installing the stopper plates and straps will be considered completely covered by the contract unit price for Type N PTFE Bearing.

'''(H3.33)'''
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.

==== H3d. Laminated Neoprene Pad Assembly ====

'''(H3.45)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.46)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.47)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.48)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.50)'''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.

==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====

'''The following notes apply to Flat Plate Bearings.'''

'''(H3.65)'''
:Flat plate bearings shall be straightened to plane surfaces.

'''(H3.66)'''
:Anchor rods shall be 1"ø ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts. Top of anchor rods shall be set approximately 1/2" above top of bottom flange.

'''(H3.67)'''
:Bottom flange of beam and bevel plate shall have 1 1/4"ø holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.

'''(H3.68)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''(H3.69)'''
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.

'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''

'''(H3.70)'''
:Material shall be ASTM A709 Grade 36 steel. Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit. After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.

'''(H3.71)'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).

'''The following notes apply to Carbon Steel Casting (Truss).'''

'''(H3.75)'''
:All fillets shall have a 3/4" radius.

'''(H3.76)'''
:Anchor rods shall be 1 1/2"ø ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Furnish one 4"ø pin, AISI C1042, with 2 heavy hexagon pin nuts.

'''(H3.77)'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings. Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.

'''(H3.78)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

=== H4. Conduit System ===

'''(H4.1)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.

'''(H4.2)(3" cover cannot be achieved when conduit is in the slab.)'''
:All conduit shall be rigid non-metallic schedule 40 heavy wall PVC (polyvinyl chloride plastic) with 3" minimum cover in concrete. Each section of conduit shall bear the Underwriters' Laboratories, Inc., (UL) label.

'''(H4.2.1)'''
:All Conduit Clamps shall be commercially available conduit clamp approved by the engineer.

'''(H4.3)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.

'''(H4.4)'''
:Light standards, wiring and fixtures shall be furnished and installed by others.

'''(H4.5)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.

'''(H4.6)'''
:For details of light standards, underdeck lighting, and wiring, see electrical plans.

'''(H4.7)'''
:Expansion fittings shall provide a minimum movement in either direction of     at open joints and     at filled joints. Expansion fittings shall be equal to Carlon Electrical Construction Products or Cantex, Inc.

'''(H4.7.1)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.

'''(H4.8) (Surface mount junction boxes, except on sidewalks, when existing concrete is present. Flush mount junction boxes in new concrete.)'''
:All end bent and parapet, sidewalk, safety barrier curb junction boxes shall be PVC molded flush surface mounted and equal to Carlon Electrical Construction Products or Cantex, Inc. The conduit terminations shall be permanent or separable. The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.

'''(H4.9) Add for all structures with conduit.'''
:Weepholes shall be provided at appropriated locations to drain any moisture in the conduit system.

'''(H4.10) Use for conduit not encased in concrete.'''
:Conduit shall be secured to concrete with clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM -153, B695-91 Class 50 or stainless steel. Minimum embedment in concrete shall be 1 3/4". The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.

'''(H4.11) Use for payment of Conduit System.'''
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.

=== H5. Expansion Devices ===

==== H5a. Finger Plate ====

'''(H5.1) For stage construction or other special cases, see Structural Project Manager.'''
:Finger plate shall be cut with a machine guided gas torch from one plate. The plate from which fingers are cut may be spliced before fingers are cut. The surface of cut shall be perpendicular to the surface of plate. The cut shall not exceed 1/8" in width. The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown. No splicing of finger plate or finger plate assembly will be allowed after fingers are cut. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.2)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.3)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.4)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.5)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.

'''(H5.6)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.

'''(H5.7) Use note for steel structures.'''
:All holes shown for connections to be subpunched 11/16"ø (shop or field drill) and reamed to 13/16"ø in field.

'''(H5.8) Place note near "Plan of Slab".'''
:'''"the web of W14 x 43" is for steel structures'''
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from the web of W14 x 43 and the 3/4" vertical mounting plate at the expansion device.

'''(H5.9)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5b. Flat Plate ====

'''(H5.16)'''
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.17)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.18)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.19)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.20)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.

'''(H5.21)'''
:Concrete shall be forced under and around the flat plate, anchors and angles. Proper consolidation shall be achieved by localized internal vibration. Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device. The vertical and horizontal concrete vent holes shall be offset from each other. Do not alternate holes at the 12" spacing.

'''(H5.22) Use this note when expansion device is at an end bent.'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.

'''(H5.23) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical plate and the vertical leg of the angle at the expansion device.

'''(H5.24)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5c. Preformed Compression Joint Seal ====

'''(H5.31)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.32)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.33)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Preformed compression seal expansion joint system shall be in accordance with Sec 717.

'''(H5.34)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.35)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.36) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.37)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''

'''(H5.38)'''
:Size of armor angle: Vertical leg of angle shall be a minimum of [[Image:751.50 circled 2.gif]] + 3/4". Horizontal leg of angle shall be a minimum of 3". Minimum thickness of angle shall be 1/2".

'''(H5.39)'''
:If a seal size larger than that indicated on the plans is used, the movement range, the opening at 60° and all dimensions for the armor angles shall be shown on the shop drawings.

==== H5d. Strip Seal ====

'''(H5.46)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

:The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

'''(H5.47)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.48''')
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W. Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.

'''(H5.49)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.50)'''
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.51) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of the steel armor at the expansion joint system.

'''(H5.52)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.53) Use note with polymer concrete next to strip seal.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5e. Silicone Expansion Joint Sealant ====

'''(H5.61)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.62)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.63)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Silicone Expansion Joint Sealant Systems shall be in accordance with Sec 717.

'''(H5.64)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.65)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.66) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.67)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.68) Use note with polymer concrete next to silicone sealant.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5f. Alternate Expansion Joint Systems ====

'''(H5.70) Use the following table and notes with alternate expansion joint system.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Expansion Joint System
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black; border-right:1px solid black;"|Type of Expansion Joint System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Type Used (<math>\, \sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Preformed Compression Seal Expansion Joint System
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silicone Expansion Joint Sealant System
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
:MoDOT construction personnel will complete column labeled "Type Used (<math>\, \sqrt{}</math>)".

:The contractor shall select one of the alternate expansion joint system listed in the table. The alternate expansion joint system method of measurement and basis of payment shall be in accordance with Sec 717.

=== H6. Pouring and Finishing Concrete Slabs ===

'''I-Beam, Plate Girder Bridges - Continuous Slabs'''

'''(H6.1)'''
:The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.

'''Prestressed Concrete Structures - Continuous Spans'''

'''(H6.4)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at the rate given.

'''(H6.5)'''
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.

'''(H6.6) Omit underlined part on non-integral end bents.'''
:The concrete diaphragm at the intermediate bents and integral end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.

'''Prestressed Double-Tee Concrete Structures'''

'''(H6.9)'''
:The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.

'''(H6.10)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.

'''Solid or Voided Slab Structure - Continuous and Simple Spans'''

'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See 751.10.1.12 Slab Pouring Sequences]]'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than (*) cubic yards per hour. The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.

'''Steel and Prestressed Structures - Simple Spans'''

'''(H6.15)'''
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.

Widen, Extension, Repair, and Stage Construction

'''(H6.17) Underline part not required when forms stay in place permanently. Place note on the plans when the closure pour is specified on the design layout.'''
:Expansive Class B-2 concrete shall be used in the closure pour. Forms shall be released before the closure pour.

'''All Structures with Longitudinal Construction Joints'''

'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint. [[Image:751.50 circled 1.gif]] shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
:The longitudinal construction joint may be omitted with the approval of the engineer. When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of  [[Image:751.50 circled 1.gif]] .

=== H7. Slab Drains ===

'''(H7.1)'''
:Slab drains may be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.

'''(H7.1.1)'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.

'''(H7.2) Use with wearing surface.'''
:Outside dimensions of drains are 8" x 4" piece "A" is 8 3/4" x 4 3/4" and piece "B" = 8" x 4".

'''(H7.3) Use with wearing surface.'''
:Piece "A" shall be cast in the concrete. Prior to placement of wearing surface, piece "B" shall be inserted into piece "A".

'''(H7.4)'''
:Locate drains piece "A"(*) in slab by dimensions shown in Part Section Near Drain.

'''(H7.5)'''
:Shift reinforcing steel in field where necessary to clear drains.

'''(H7.6)'''
:The drains pieces "A" and "B", (*) coil inserts and bracket assembly shall be galvanized in accordance with ASTM A123.

'''(H7.7)'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.

'''(H7.8)'''
:The coil insert required bolt hole for the bracket assembly attachment shall be located on the Prestressed I-Girder Prestressed Bulb-tee Plate Girder Wide Flange Beam shop drawings.

'''(H7.9)'''
:Shop drawings will not be required for the slab drains and the bracket assembly.

(*) Use with wearing surface.

'''Place the following notes (H7.10) and (H7.11) on the Prestressed I Girder slab drain standard.'''

'''(H7.10)'''
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.

'''(H7.11)'''
:The bolt required to attach the slab drain bracket assembly to the prestressed girder web shall be supplied by the prestressed I-Girder fabricator.

'''(H7.12)'''
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.

=== H8. Blank ===

=== H9. Thrie Beam Rail ===

'''(H9.2)'''
:Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).

'''(H9.3)'''
:All bolts, nuts, washers, and plates and elastomeric materials will be considered completely covered by the contract unit price for Bridge Guard Rail (W-Beam) Bridge Guard Rail (Thrie Beam) other items.

'''(H9.4) Use underline part for temporary bridges.'''
:All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication except for bottom plate. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.

'''(H9.5) Use post instead of blockout for temporary bridges'''.
:Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be 3" x 1 3/4" and placed between the blockout post and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.

'''(H9.6) Use only when a base plate is used.'''
:Rail posts shall be seated on elastomeric pads having the same dimensions as the post base plate and 1/16" thickness. Such pads may be any elastomeric material, plain or fibered, having hardness (Durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.

'''(H9.7)'''
:At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.8)'''
:At the thrie beam connection to blockout on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.9)'''
:Minimum length of thrie beam sections is equal to one post space.

'''(H9.10)'''
:5/8"ø button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.

'''(H9.11)'''
:Thrie beam guardrail on the bridge shall be 12 gage steel.

'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
:Posts, cap rail angles, top plates, base plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.

'''(H9.15) Use post instead of blockout for temporary bridges.'''
:Washers shall be used at all post bolts between the bolt head and beam. The flat washers shall be rectangular in shape, 3" x 1 3/4" x 3/16" minimum and with a 11/16" x 1" slot, or when necessary of such design as to fit the contour of the beam. A 3" x 1 3/4" x 5/8" rectangular washer shall be used between the blockout and the thrie beam rail.

'''(H9.16)'''
:Special drilling of the thrie beam may be required at the splices. All drilling details shall be shown on the shop drawings.

'''(H9.17''')
:Fabrication of structural steel shall be in accordance with Sec 1080.

'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
:Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends. When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.

'''(H9.19) Do not with prestress double-tee or temporary bridge structures.'''
:In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''Do not use any of the following notes for temporary bridges.'''

'''(H9.20) Use with prestress double-tee structures.'''
:Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''(H9.21)'''
:Shim plates 6" x 6" x 1/16" may be used between the top of the post and the channel member as required for vertical alignment.

'''(H9.22)'''
:See slab sheet for rail post spacing.

'''(H9.23)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.

'''(H9.24)'''
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.

'''(H9.25)'''
:Shim plates 6" x 3" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.26)'''
:Shim plate shall be galvanized after fabrication.

'''(H9.27)'''
:Shim plates 6" x 6" x 1/16" may be used between post W6x20 and 6" x 6" x 3/8" plate and shim plates 6" x 3 1/2" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.28)'''
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.

'''Use the following notes where required and with temporary bridges thrie beam sheet.'''

'''(H9.30''')
:Grade A321 threaded rods with 2 hex nuts and washers may be substituted for the A307 anchor bolts.

'''(H9.31)'''
:If type "A" guardrail is not attached to ends of the temporary structure, flared ends shall be required. The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.

'''(H9.32)'''
:Contractor shall verify all dimensions in field before ordering materials.

'''(H9.33)'''
:See preceding sheet for rail post spacing.

'''(H9.34)'''
:At the bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at the entrance ends only unless required at the exit.

'''(H9.35)'''
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars. Bottom plate shall not be galvanized.

'''(H9.36)'''
:The size of the base and bottom plate may be increased depending on which grid option is used.

'''(H9.37)'''
:Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.

'''(H9.38)'''
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.

=== H10. Barrier Curbs ===

==== H10a. Safety, Median, Type C & D ====

'''(H10.1)'''
:Top of safety median barrier curb (Type C) (Type D) and median barrier curb shall be built parallel to grade with barrier curb joints (Except at end bents) normal to grade.

'''(H10.2)'''
:All exposed edges of safety median barrier curb (Type C) (Type D) and median shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H10.3)'''
:Payment for all concrete and reinforcement, complete-in-place will be considered completely covered by the contract unit price for safety median barrier curb (Type C) (Type D) per linear foot.

'''(H10.4)'''
:Concrete in the safety median barrier curb (Type C) (Type D) shall be Class B-1.

'''(H10.5) Use for safety barrier curb.'''
:Measurement of safety barrier curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.

'''(H10.6) Use for safety barrier curb or barrier curb (Type D) near median.'''
:Measurement of safety barrier curb (Type D) is to the nearest linear foot for each structure, measured along the outside top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7) Note shall be used for median barrier curb and median barrier curb (Type C).'''
:Measurement of median barrier curb (Type C) is to the nearest linear foot for each structure, measured along the top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7.1) Notes shall be used on all barrier curbs (See [[620.4 Delineators (MUTCD Chapter 3D)#620.4.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''
:Concrete traffic barrier delineators shall be placed on top of the safety median barrier curb (Type C) (Type D) as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for "Safety Median Barrier Curb (Type C) (Type D)".

:Delineators on bridges with two-lane traffic shall have retroreflective sheeting on both sides.

'''The following notes shall be placed under cross-section thru safety barrier or median barrier curb.'''

'''(H10.8)'''
:Use a minimum lap of 2'-11" for #5 horizontal safety median barrier curb (Type C) (Type D) bars.

'''(H10.9)'''
:The cross-sectional area for each curb above the slab = (*) sq. ft.

:{|
|(*)||2.28 for a 16" safety barrier curb.
|-
|||2.96 for a median barrier curb.
|-
|||3.49 for a barrier curb (Type D).
|-
|||4.70 for a median barrier curb (Type C).
|}

'''The following notes shall be used for double-tee structures.'''

'''(H10.10)'''
:Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.

'''(H10.11)'''
:Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with ASTM A153.

'''(H10.12)'''
:Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''Elevation of Safety Barrier Curb'''

'''(H10.12.1)'''
:Longitudinal dimensions are horizontal arc dimensions.

'''(H10.12.2)'''
:Longitudinal dimensions are along top of safety barrier curb outside edge of slab parallel to grade.

'''(H10.13)'''
:(<math>\, **</math>) The R3 M3 bar and #5 bottom transverse slab bar in cantilever (P/S panels only) combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.14)'''
:Note: Use a minimum lap of 2'-0" between K9 and K10 bars.

'''(H10.15)'''
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.16)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Curing Compound in accordance with Sec 1055 and sealed in accordance with Sec 703. The contractor shall remove all curing compound in accordance with the manufacturer’s recommendations before the concrete sealer is applied.

'''(H10.17)'''
:(<math>\, *</math>) The M1 and M2 bar combination may be furnished as one bar, as shown, at the contractor's option. (All dimensions are out to out.)

'''(H10.18)'''
:Concrete in the barrier curb (Type D) and median barrier curb Transition (Type D) shall be Class B-1.

==== H10b. Slip Form Option ====

'''Optional slip form barrier curb details shall be placed on all jobs (except P/S Double-tee Structures) where applicable.'''

'''Add #5 crisscross bars for slip-form option. Base the length of these bars on the shortest distance between joints and use typically on each side of joints throughout structure.'''

'''(H10.81)'''
:Joint sealant and backer rods shall be used on all slip-form barrier curbs (Type C) instead of joint filler and shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints (except at end of slab of the end bents).

'''(H10.82)'''
:Plastic waterstop shall not be used with slip-form option.

'''(H10.83)'''
:For Slip-Form Option, all sides of the safety median barrier curb (Type C) (Type D) shall have a vertically broomed finish and the curb top shall have a transversely broomed finish.

'''(H10.84)'''
:C Bars (Slip-form option only) shall be used in addition to cast-in-place conventional forming reinforcement for bridge safety median barrier curb (Type C) (Type D).

'''(H10.85)'''
:Cost of silicone joint sealant and backer rod complete-in-place will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''(H10.86)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Compound in accordance with Sec 1055. Surface sealing for concrete in accordance with Sec 703 is not required. Application of linseed oil at the contractor's expense is permitted.

==== H10c. Temporary ====

'''(H10.90)'''
:Method of attachment for the Type F Temporary Barrier shall be the Tie-Down Strap Bolt through deck.

'''(H10.91)'''
:Temporary Barrier shall not be attached to the bridge.

=== H11. Miscellaneous ===

'''Construction Joint'''

'''(H11.1)'''
:Finish each side of joint with a 1/4 inch radius edging tool.

'''Pin and Flat Hexagonal Nut'''

'''(H11.2)'''
:{|cellpadding="0"
|Material:||Pin = ASTM A688 (Class F)
|-
| ||Nut = ASTM A709 Grade 36
|}

'''Plastic Waterstop (Use in the Curb and Parapet filled joints as specified in [[751.12_Protective_Barricades#751.12.2.8_Plastic_Waterstop|Section 751.12.2.8 Plastic Waterstop]])'''

'''(H11.3)'''
:Plastic waterstop shall be placed in all safety median barrier curb (Type C) (Type D) filled joints, except structures with superelevation, use on all lower barrier curb joints only.

'''(H11.4)'''
:Cost of plastic waterstop, complete-in-place, will be considered completely covered by the contract unit price for Concrete Safety Median Barrier Curb (Type C) (Type D).

'''Sign Supports'''

'''(H11.5)'''
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.

'''(H11.6)'''
:Payment for furnishing and erecting approximately     pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.

'''Plan of Slab: All Structures'''

'''(H11.8)'''
:Longitudinal slab dimensions are measured horizontally.

'''Pedestrian Guard Fence (Chain Link Type): General Notes'''

'''(H11.10)'''
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.

'''(H11.11)'''
:All rail post shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of rail posts.

'''(H11.12)'''
:Payment for furnishing, galvanizing and erecting the fence and frame complete with anchor bolts and washers will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.

'''(H11.13)'''
:Dimensions of pedestrian guard fence are measured horizontally.

'''(H11.14)'''
:The maximum spacing allowed for the braced panels (Pull posts) is 100 ft.

'''(H11.15)'''
:Connect the lower end of the 1/2"ø rod to the end of the braced panel to which the stretcher bar is attached.

'''(H11.16)'''
:(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the bottom outside edge of the sidewalk curb from      to     .

'''(H11.17)'''
:Core wire size for wire fabric shall be 6 gage minimum.

'''Sidewalks'''

'''(H11.20)'''
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H11.21)'''
:Payment for all concrete and reinforcement complete-in-place will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.

'''(H11.22)'''
:Concrete in the sidewalk shall be Class B-2.

'''(H11.23)'''
:Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of safety barrier curb to the outside edge of sidewalk and from end of slab to end of slab.

'''Expansion Device Movement Gauge'''

'''(H11.24)'''
:A movement gauge shall be provided on one side of bridge at all safety barrier curb expansion joints.

'''(H11.25)'''
:All steel shall be galvanized.

'''(H11.26)'''
:Cost of movement gauge complete-in-place will be considered completely covered by the contract unit price for Safety Barrier Curb.

== I. Revised Structures Notes ==

=== I1. General ===

'''(I1.1)'''
:Outline of old work is indicated by light dashed lines. Heavy lines indicate new work.

'''(I1.2)'''
:Contractor shall verify all dimensions in field before ordering new material.

'''(I1.3)'''
:Bars bonded in old concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, old bars shall extend into new concrete at least 40 diameters for smooth bars and 30 diameters for deformed bars, unless otherwise noted.

'''Use the following notes where a broken concrete surface has no new concrete against it. Use bituminous paint below ground line and qualified special mortar above ground line.'''

'''(I1.4)'''
:The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved bituminous paint qualified special mortar in accordance with Sec 704.

'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
:Joint shall be cleaned per the manufacturers recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.

'''Concrete Slab with Overlay'''

'''(I1.10) Use note for all wearing surfaces except epoxy polymer concrete overlay.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. The cost of furnishing and installing the overlay will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of overlay.

'''(I1.10a) Use note for total surface hydrodemolitions.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. See Special Provisions for Method of Measurement.

'''(l1.11) Use note for only epoxy polymer concrete overlay.'''
:The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the epoxy polymer concrete.

'''(l1.12) Use note only with preventive maintenance jobs.'''
:Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.

'''(I1.13) Use the following table and notes with alternate concrete wearing surfaces.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Concrete Wearing Surface
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Concrete Wearing Surface
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used (<math>\sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Low Slump Concrete Wearing Surface
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silica Fume Concrete Wearing Surface
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (<math>\sqrt{}</math>)".
|-
|align="left" colspan="2"|The contractor shall select one of the alternate concrete wearing surfaces listed in the table. The alternate concrete wearing surface method of measurement and basis of payment shall be in accordance with Sec 505.
|}

'''Removal and Storage of Existing Bridge Rails'''

'''(I1.20)'''
:The existing bridge rails and posts shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at     .

'''Extension of Box Culverts'''

'''(I1.41)'''
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the old structure.

'''(I1.42)'''
:Bottom of new slab shall be built flush with the bottom of slab of the old box and the height of walls varied as necessary to extend the walls into rock as specified.

'''Making End Bents Integral'''

'''(I1.51)'''
:The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-2 surface preparation before concrete is poured. Payment for cleaning steel to be encased in concrete will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''(I1.52)'''
:The ___ bars are segmented bars for ease of placement of bars through girder web holes between girders. The total bar lengths for ___ bars shown in Bill of Reinforcing Steel allow for one splice with a lap splice length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment lengths will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.

'''(I1.53)'''
:Cost of field drilling holes in existing plate girder wide flange beam webs will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''Curb Block-Out'''

'''(I1.60)'''
:7/8"ø Threaded Rods with nuts and washers shall be used in place of 7/8"ø Bolts (ASTM A307).

'''(I1.61)'''
:1"ø holes shall be drilled through existing end post for placement of 7/8"ø threaded rods, nuts, and washers.

'''Widening'''

'''(I1.62)'''
:Dimensions:
:      Longitudinal dimensions are based on the original design plans.

'''(I1.63)'''
:Traffic:
:      Maintain one lane of traffic during construction (see Roadway Traffic Control Plans).

'''(I1.64''')
:Stringer Support:
:      All existing stringers in the span being strengthened shall be raised simultaneously <math>\, *</math> at jacking point and supported during welding of new steel plates.

'''(I1.65)'''
:The temporary supports must be capable of safely supporting a service load of approximately <math>\, **</math> tons per stringer (factor of safety not included) (see Special Provisions).

'''(I1.66)'''
:<math>\, *</math> Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.

=== I2. Resin & Cone Anchors ===

'''Use Resin Anchors unless concrete depths are insufficient.'''

'''(I2.1)'''
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.

'''(I2.2) * Pay item in which resin anchor system is embedded.'''
:Cost of furnishing and installing the resin anchor system complete-in-place will be considered completely covered by the contract unit price for *.

'''(I2.3)'''
:The minimum embedment depth in concrete with <math>\, f'_c</math> = 4,000 psi for the resin anchor system shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".

'''Note to designer:''' A minimum factor of safety of 2 should be used when determining the number of anchors to be used.

'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
:A An epoxy coated #**** Grade 60 reinforcing bar ***** long shall be substituted for the ******</u.>ø threaded rod.

{|
|****||Bar size.
|-
|*****||Length of bar required by design.
|-
|******||Diameter of threaded rod.
|}

'''Cone Expansion Anchors'''

'''(I2.30) *** Pay item in which cone expansion anchor is embedded.'''
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for ***.

'''(I2.31)'''
:The *" diameter cone expansion anchors shall have a minimum ultimate pullout strength of ** lbs. in concrete with <math>\, f'_c</math> = 4,000 psi.

{|style="text-align:center;"
|-
|width="100pt"|* DIAMETER||width="100pt"|** PULLOUT
|-
|3/8"||3,900
|-
|1/2"||7,500
|-
|5/8"||10,800
|-
|3/4"||12,000
|}

=== I3. Special Repair Zones ===

'''(I3.1)'''
:Any half-soling required in the areas designated as special repair zones shall be completed in alphabetical sequence. Any repair in the remainder of the bridge that is adjacent to Zone A and not designated as a special repair zone shall be completed prior to work in Zone A.

'''(I3.2)'''
:Removal and repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone. Before placing concrete in areas adjacent to areas of subsequent repair, the concrete shall be separated with a material such as polyethylene sheets to aid in removal of old concrete.

'''(I3.5) Use for structures with multiple column bents.'''
:Zones with the same letter designation may be repaired at the same time.

'''(I3.6) Use for structures with single column bents.'''
:Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent.

'''(I3.10) Use for voided or solid slab structures.'''
:If any single repair area does not exceed 4 square feet in size and the total repair within a special repair zone does not exceed 12 square feet, the special repair zone requirement does not apply for that zone. Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.

'''(I3.11) Use for voided slab structures.'''
:An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for repairing concrete deck (half-soling).

'''(I3.12) Use for voided slab structures.'''
:When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for deck repair with void tube replacement.

'''Use following notes for box and deck girder structures.'''

'''(I3.16)'''
:Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a concrete girder and is more than 18 inches in length along the girder, the concrete removal shall stop at the centerline of girder and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the girder that is undergoing repair.

'''(I3.17)'''
:When the full depth repair extends over a diaphragm or girder and the deteriorated concrete extends into the diaphragm or girder, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in girders shall not be removed below the deck haunch of the girder without prior review and approval from the engineer.

'''Use following notes for box girder structures.'''

'''(I3.20)'''
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.

'''(I3.21)'''
:If any single repair area does not exceed 9 square feet in size and the total repair within a special repair zone does not exceed 27 square feet, the special repair zone requirement does not apply for that zone. Half-soling repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.

== J. MSE Wall Notes ==

=== J1. General ===

'''(J1.1)'''
:Factor of safety shall be 2.0 for overturning, 1.5 for sliding and 2.0 for bearing.

'''(J1.2)'''
:The cost of joint filler and joint seal, complete-in-place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type A D). See Roadway Plans.

'''(J1.3)'''
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.

'''(J1.4)'''
:ø =    ° for backfill material to be retained by the mechanically stabilized earth wall system.

'''(J1.5)'''
:ø =    ° for foundation material the wall is to rest on.

'''(J1.6)'''
:ø ≥ 34° for the select granular backfill for structural systems.

'''(J1.7)'''
:Design ø = 34° for the select granular backfill for structural systems.

'''(J1.8)'''
:All concrete for leveling pad and coping shall be Class B or B-1 with <math>\, f'_c</math> = 4000 psi.

'''(J1.9)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project is available from the Project Contact upon written request.

'''(J1.10)'''
:Panel reinforcement shall be epoxy coated.

'''(J1.11)'''
:Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.

'''(J1.12)'''
:A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.

'''(J1.13)'''
:Coping shall be required on this structure unless a small block system is used. Bond breaker (roofing felt or other approved alternate) between wall panel and coping required if coping is cast in place.

'''For Battered Small Block Walls'''

'''(J1.14)'''
:The top and bottom elevations are given for a vertical wall. If a battered small block wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.

:The baseline of the wall shown is for a vertical wall. If a battered wall system is used, this baseline shall correspond to Elevation         .

'''For Walls Near Bridge Abutments (Responsibility of Bridge Division)'''

'''(J1.15)'''
:The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)

'''PREQUALIFIED MSE WALL SYSTEMS'''

'''(J1.16)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|MSE Wall Systems Data Table
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Proprietary Wall Systems
!colspan="4" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Combination Wall Systems
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Geogrid Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
|-
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|  
|-
|colspan="6" align="left"|MSE Wall Systems Data Table is to be completed by MoDOT construction personnel to record the manufacturer of the proprietary wall system or the manufacturers of the combination wall system that was used for constructing the MSE wall.
|}

'''(J1.17) Use for all large block walls or if small block walls are to be built vertical.'''
:The MSE wall system shall be built vertical.

'''(J1.18) Use where only a small or large block wall shall be used. Do not use note where either a small or large block may be used.'''
:The MSE wall system shall be a small large block wall system.

'''(J1.19)'''
:Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.

'''(J1.20)'''
:Adjustment in the vertical alignment of the drainage pipes from that depicted in the plans may be necessary to ensure positive flow out of the drainage system.

:Outlet ends of pipes shall be located to avoid clogging or flow into the drainage system.

'''(J1.21) Use for all large block walls.'''
:Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone shall be required and as provided by manufacturer.

'''(J1.22)'''
:The MSE wall system shall be built in accordance with Sec 720.

== K. Approach Slab Notes ==

=== K1. General ===

'''(K1.1)'''
:All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (<math>\, f'_c</math> = 4,000 psi).

'''(K1.2)'''
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.

'''(K1.3)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with <math>\, F_y</math> = 60,000 psi.

'''(K1.4)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(K1.5)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by lap splicing the #4 & #6 bars 18" and 2'-2" respectively.

'''(K1.6)'''
:Mechanical bar splices shall be in accordance with Sec 706.

'''(K1.7)'''
:<math>\, *</math> Seal joint between vertical face of approach slab and wing with "Silicone Joint Sealant for Saw Cut and Formed Joints" in accordance with Sec 717.

'''(K1.9)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(K1.11)'''
:The contractor shall pour and satisfactorily finish the bridge or semi-deep slab before pouring the bridge approach slabs.

'''(K1.12)'''
:Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge or semi-deep slab.

'''(K1.14)'''
:Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Bridge) per sq. yard.

'''(K1.15)'''
:For Concrete Approach Pavement details, see roadway plans.

'''(K1.17)'''
:See Missouri Standard Plans Drawing 609.00 for details of Type A Barrier Curb.

'''(K1.18)'''
:With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.

'''(K1.19)'''
:At the contractor's option, Grade 40 reinforcement may be substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment. No additional payment will be made for this substitution.

'''(K1.20)'''
:When Grade 40 reinforcement is substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment, the reinforcement may be bent up to 90 degrees with a 2" minimum radius near the abutment to allow compaction of the backfill material near the abutment. Damage to epoxy coating shall be repaired in accordance with Sec 710.

'''(K1.21)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

[[Category:751 LRFD Manual General]]

751.32 Concrete Pile Cap Intermediate Bents

2009-11-25T17:20:08Z

EPG-Admin: Clarification of drip groove to indicate correct formation.

== 751.32.1 General ==

=== 751.32.1.1 Material Properties ===

{|
!colspan="2" align="left"|Concrete
|-
|colspan="2"|Typically, shall consist of:
|-
|width="30pt"|  ||width="250pt"|Class B Concrete (Substructure)||<math>\, f'_c</math>||= 3.0 ksi
|-
|  || ||<math>\, n</math>|| = 10
|}

In addition, Class B-1 Concrete (Substructure) may also be used in special cases (See Project Manager). The following equations shall apply to both concrete classes:

Concrete modulus of elasticity:

<math>\, E_c = 33000 K_l w_c \sqrt [1.5]{f'_c}</math>

Where:
{|
|<math>\, w_c</math>||= unit weight of non-reinforced concrete = 0.145 kcf
|-
|<math>\, K_l</math>||= correction factor for source of aggregate = 1.0
|}

{|
|Modulus of Rupture:||For minimum reinforcement,||<math>\, f_r = 0.37 \sqrt {f'_c}</math>
|-
|  ||For all other calculations,||<math>\, f_r = 0.24 \sqrt {f'_c}</math>
|-
|<math>\, \sqrt{f'_c}</math>  is in units of ksi||  ||  
|}

'''Reinforcing Steel'''

{|
|width="200pt"| Minimum yield strength,||<math>\, f_y</math>||= 60.0 ksi
|-
|width="200pt"| Steel modulus of elasticity,||<math>\, E_s</math>||= 29000 ksi
|}

== 751.32.2 Design ==

=== 751.32.2.1 Limit States and Factors ===

In general, each component shall satisfy the following equation:

<math>\, Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r</math>

Where:
{|
|<math>\, Q</math>||= Total factored force effect
|-
|<math>\, Q_i</math>||= Force effect
|-
|<math>\, \eta</math>||= Load modifier
|-
|<math>\, \gamma_i</math>||= Load factor
|-
|<math>\, \phi</math>||= Resistance factor
|-
|<math>\, R_n</math>||= Nominal resistance
|-
|<math>\, R_r</math>||= Factored resistance
|}

'''Limit States'''

The following limit states shall be considered for bent design:

:STRENGTH – I
:STRENGTH – III
:STRENGTH – IV
:STRENGTH – V
:SERVICE – I
:FATIGUE

See LRFD Table 3.4.1-1 and LRFD 3.4.2 for Loads and Load Factors applied at each given limit state.

'''Resistance factors'''

:STRENGTH limit states, see LRFD 5.5.4.2
:For all other limit states, <math>\, \phi</math> = 1.00

'''[[751.2_Loads#Load Modifiers|Load Modifiers]]'''

== 751.32.3 Details ==

=== 751.32.3.1 General ===

{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[Image:751.32 details-part elevation.gif]]||[[Image:751.32 details-part section.gif]]
|-
|colspan="2" | (*) 3" (Typ.)
|-
!Part Elevation||Part Section
|}
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|valign="top"|[[Image:751.32 circled 1.gif]]
|width="500" align="left"|Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for earthquake criteria (expansion joint bents only) (3" increments).
|-
|valign="top"|[[Image:751.32 circled 2.gif]]
|width="500" align="left"|= 2'-9" (Min.) for Wide Flange and Double-Tee Girders or,    3'-0" (Min.) for Prestressed Girders and Plate Girders.
|-
|valign="top"|[[Image:751.32 circled 3.gif]]
|width="500" align="left"|Check the clearance of the anchor bolt well to the top of pile. Increase the beam depth if needed.
|-
|valign="top"|[[Image:751.32 circled 4.gif]]
|width="500" align="left"|If the depth at the end of the beam, due to the steps, exceeds 4~6", the beam bottom should be stepped or sloped.
|-
|valign="top"|[[Image:751.32 circled 5.gif]]
|width="500" align="left"|Use 3/4" drip groove where expansion device is located at bent. Continue to use 1-1/2" clear to reinforcing steel in bottom of beam. 3/4" drip groove shall be formed continuously around all piling at 3" from edge of beam.
|-
|valign="top"|[[Image:751.32 circled 6.gif]]
|width="500" align="left"|Minimum of 3 piles at 10'-0" cts., maximum spacing (1" increments).
|}

=== 751.32.3.2 Front Sheet ===

{|border="0" cellpadding="3" align="center"
|-
|valign="top"|Note:||width="400pt"|The following are details and dimensions for the Plan View on the Front Sheets.
|-
|  ||width="400pt"|Details for unsymmetrical roadways will require dimensions tying Centerline Lane to Centerline Structure.
|}

<center>[[Image:751.32 details-front sheet plan of int bent.gif]]</center>

== 751.32.4 Reinforcement ==

=== 751.32.4.1 General ===

{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[Image:751.32 reinforcement-part elevation.gif]]
|[[Image:751.32 reinforcement-section thru beam.gif]]
|-
!Part Elevation||Section Thru Beam
|-
|colspan="2"| 
|-
|[[Image:751.32 reinforcement-part plan.gif]]
| 
|-
!Part Plan|| 
|}

{|border="0" cellpadding="3" align="center" cellspacing="0"
|-
|valign="top"|Note:||width="500pt" align="left" valign="top"|Locate #4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" under bearings where required to maintain a 6" maximum spacing of combined stirrups. (#4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" are not required for Double-Tee Structures.)
|-
| ||width="500pt"|When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated.
|}

{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|rowspan="2"|[[Image:751.32 reinforcement under bearings-part elevation.gif]]
|[[Image:751.32 reinforcement under bearings-part plan.gif]]
|-
|width="200pt" align="left"|* #4 Bars ([[Image:751.32 reinforcement--4 bar under bearing.gif]]) not required for Double-Tee structures
|-
!colspan="2"|Reinforcement Under Bearings
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.32 transverse beam steps.gif]]
|-
!colspan="2"|'''Transverse Beam Steps - Over 3"''' '''or Steps Accumulating Over 3"'''
|}

{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|colspan="2"|[[Image:751.32 reinforcement at end of beam-part plan.gif]]
|-
!colspan="2"|Part Plan
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.32 reinforcement-longitudinal beam steps.gif]]
|-
!Over 3" thru 12"||Over 12"
|-
!colspan="2"|Longitudinal Beam Steps
|}

[[Category:751 LRFD Manual General]]

748.8 Development in Floodplains

2009-11-24T16:12:34Z

EPG-Admin: Added MoDOT HQ as property owner to list of "No-Rise Certification" form.

A [[#748.9.6 Acronyms|list of acronyms]] is provided at the end of this article.
[[Image:748.9 Clarksville Sandbagging.jpg|right|465px]]

==748.9.1 Floodplain Development Permit==
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Forms'''
|-
|[[:Category:101 Standard Forms|Floodplain Development Permit]]
|-
|[[:Category:101 Standard Forms|No-Rise Certification]]
|}
Communities (cities, counties or states) participating in the National Flood Insurance Program (NFIP) are required to regulate construction in the floodplain. Communities accomplish this by requiring permits for development in special flood hazard areas. The State Emergency Management Agency (SEMA) has been granted authority ([http://www.sos.mo.gov/library/reference/orders/1998/eo98_003.asp Executive Order No. 98-03]) to regulate floodplain development by state agencies and to issue floodplain development permits for state projects. SEMA requires a floodplain development permit for any development in special flood hazard areas, regardless of whether the community is participating in the NFIP.

The Central office will obtain the necessary floodplain development permit(s) from SEMA for construction in a regulated floodplain. The Bridge Division will obtain permits for projects which include structures in a regulated floodplain and the Design Division will obtain permits for other [[127.9 Floodplain Management and the Regulatory Floodway|projects involving roadway fill in a regulated floodplain]]. The district will be responsible for determining whether a floodplain development permit is required on the project, and for providing to the appropriate Central Office any project information necessary to obtain the permit.

==748.9.2 Floodplain and Special Flood Hazard Area==
A floodplain is defined by the Federal Emergency Management Agency (FEMA) as any land area susceptible to being inundated by water. The 100-year flood, or a flood with a one percent annual chance of being equaled or exceeded in a given year, has been adopted by FEMA as the base flood for the NFIP. The water surface elevation of the base flood is known as the base flood elevation (BFE). A special flood hazard area is land in the floodplain inundated by the 100-year flood and is commonly referred to as the "100-year floodplain." A floodplain development permit is required for any construction in a special flood hazard area. Special flood hazard areas are typically shown as "A zones" on flood insurance maps.

==748.9.3 Floodway==
Encroachment on the floodplain, such as roadway fill, reduces the flood-carrying capacity, increases the flood heights of streams and increases flood hazards in areas beyond the encroachment itself. One aspect of floodplain management involves balancing the economic gain from floodplain development against the resulting increase in flood hazard. For the purposes of the NFIP, the floodway concept is used as a tool to assist in this aspect of floodplain management. The 100-year floodplain is divided into a floodway and a floodway fringe. The floodway is the channel of the stream plus the portions of the adjacent overbanks which must be kept free of encroachment in order to pass the base flood without cumulatively increasing the water surface elevations by more than a designated height. The floodway fringe is the area between the floodway and floodplain boundaries.

[[Image:748.9 Flookplain Encroachment and Floodway.gif|800px]]

===748.9.3.1 Construction within a Floodway===
Construction in the floodway that causes any increase in the BFE is prohibited. In order to issue a floodplain development permit for construction in the floodway, a "No-Rise Certification" must be provided by a registered professional engineer, which certifies that the proposed construction will cause no increase in the BFE.

Several methods can be used to demonstrate that a construction project within a floodway will not cause an increase in the BFE. The simplest method is to model both the existing conditions and the proposed conditions. Comparison of the water surface elevations from these two models will show any increase caused by the construction; generally, if the project as a whole causes no increase in the BFE, that portion within the floodway will also cause no increase.

Another method is to include only that portion of the project within the floodway in a "proposed conditions" model. Comparison of these water surface elevations to the existing conditions water surface elevations will directly show the impact of the proposed construction in the floodway.

It is generally not difficult to show no increase in BFE's for bridge replacements where the existing bridge is on or near the existing alignment; new bridges are usually longer and cause less obstruction to the 100-year discharge than existing bridges. For bridges on new alignment, additional steps must sometimes be taken to cause no increase in BFE's. Possibilities include modification of the roughness coefficients through the structure or excavation of material from the overbanks for some distance upstream and downstream of the structure. All such modifications must be justifiable.

===748.9.3.2 Temporary Bridges===
Temporary bridges designed to pass the 10-year discharge with 1.0 ft. of backwater will typically result in an increase in base flood elevations. Permits for temporary bridges in floodways will be handled by SEMA on a case-by-case basis. The floodplain development permit application for temporary bridges must include the following:

*hydraulic analysis of the effect of the temporary bridge on base flood elevations
*determination of the effect of any increased flooding resulting from the temporary bridge on any upstream improvements
*estimate of length of time temporary bridge will be in place

===748.9.3.3 Culvert Extensions===
Culvert extensions in floodways can pose a particularly challenging problem depending on whether they operate under inlet control or outlet control.

Culverts operating under inlet control can generally be lengthened without increasing water surface elevations. In some cases, an improvement to the inlet may be required to compensate for increases in culvert length.

Culverts operating under outlet control generally can not be lengthened without increasing water surface elevations upstream.

===748.9.3.4 Floodway Revisions===
Where construction in an existing floodway is absolutely necessary, and such construction will cause an increase in the BFE, the flood insurance study or floodway must be revised so that the proposed construction no longer causes an increase in the BFE or is no longer in the floodway. Flood insurance study revisions are obtained from FEMA through the community or communities with jurisdiction. The revision process requires a detailed hydraulic analysis and the cooperation and approval of all communities involved.

In general, obtaining a revision is a difficult and time-consuming process and should be avoided if at all possible. However, revising the floodway can be particularly cost-effective in one situation. Floodway widths are determined precisely only at the locations of cross-sections in the hydraulic model used to create the FIS. At all other locations along the stream, floodway widths are determined by interpolation along topographic maps. When a stream crossing is located between cross-sections, at a significant distance from both the upstream and downstream cross-section, it may be beneficial to review the hydraulic model used in the FIS. In some cases, adding an additional cross-section to the model at the location of the proposed structure will allow the floodway width to be reduced at that location, especially if the floodway appears unusually wide at the structure location.

==748.9.4 Review of Flood Insurance Study and Maps==
The Bridge Division and appropriate district office maintain copies of the FEMA Flood Insurance Study (FIS) reports and associated maps for streams subject to the National Flood Insurance Program.

===748.9.4.1 Community Status Book===
A current list of communities for which flood insurance studies have been performed is available in the [http://www.fema.gov/CSB/mo.pdf Community Status Book (CSB).]

This list should be consulted to determine if a flood insurance study has been performed for any community within the project limits. The CSB list is divided into two parts: communities participating in the NFIP and communities that are not participating. Both parts of the list must be reviewed, as permits are required by SEMA for projects in a special flood hazard area when a flood insurance study has been performed, regardless of whether the community participates in the NFIP.

The CSB also includes the effective date of the current flood insurance study for the community. It is important to compare this date with the effective date of the FIS and maps used; if the CSB shows a later date, a revised study report and maps must be obtained.

===748.9.4.2 Flood Insurance Study===
The study report contains valuable information regarding discharges, floodway widths, water surface elevations, and other items that may be pertinent to hydraulic design. Depending on the degree of flood hazard posed, a particular stream may have been analyzed by approximate methods or by detailed hydrologic and hydraulic methods. The level of information presented in the study can vary greatly depending on whether the stream in question was studied by detailed or approximate methods. The report for any communities within the project limits should be carefully reviewed.

===748.9.4.3 Flood Insurance Maps===
The FIS maps may be one of three types: Flood Insurance Rate Maps (FIRMs), Flood Boundary and Floodway Maps (FBFMs), or Flood Hazard Boundary Maps (FHBMs). FHBMs are used when detailed studies have not been performed, no floodway has been developed, and floodplain boundaries are approximate. FIRMs and FBFMs are used when a detailed study has been performed and a floodway has been developed and show the boundaries of both the floodplain and the floodway. Special flood hazard areas are typically shown as Zone A on FHBMs and as Zone A, Zone AE, or Zones A1 through A30 on FIRMs and FBFMs.

Originally, FBFMs were used to delineate the floodway and FIRMs were used to delineate the various insurance rating zones. Recently, however, the two were combined, and now only the FIRM is published. The newer FIRMs delineate both rating zones and floodways. Depending on the publication date of the flood insurance study, it may be necessary to look at either a FBFM or a FIRM to determine whether the project lies within a regulatory floodway.

For all communities for which a flood insurance study has been performed, the maps that include a portion of the project should be checked to determine if the project is within a special flood hazard area. If so, a floodplain development permit is required.

If any portion of the project is to be constructed within a regulatory floodway, the portion of the construction within the floodway can not cause an increase in the BFE and a No-Rise Certification will be required by SEMA.

===748.9.4.4 Summary of FIS Review Process===
The process for reviewing floodway maps is summarized below:
*Check all communities within project limits to see if a flood insurance study has been performed.
*If study exists, check maps (FIRMs, FBFMs, FHBMs).
*If in special flood hazard area, floodplain development permit is required.
*If in regulatory floodway, can cause no increase in BFE. No-Rise Certification is required.
*If it is not possible to achieve no increase in BFE, a flood insurance study or floodway revision may be required.

==748.9.5 Floodplain Development Permit Application and No-Rise Certification==
The SEMA [[:Category:101 Standard Forms|Floodplain Development Permit]] and [[:Category:101 Standard Forms|No-Rise Certification]] (when required) are to be completed with care, particularly:
*Property Owner shall be listed as: Missouri Highways and Transportation Commission; Cole County; Jefferson City, Missouri 65101; 105 West Capitol Avenue
*determination of the quarter-quarter section, township and range
*floodway/floodway fringe designation
*100-year flood elevation and datum – the FIS base flood elevation should be given if available
*current map date – check the community status book
*project description - must include all aspects of the proposed construction, including grading, fill, and pavement in addition to the proposed bridge

The application for permit shall include a photocopy or [http://msc.fema.gov/webapp/wcs/stores/servlet/info?storeId=10001&catalogId=10001&langId=-1&content=firmetteHelp_A&title=FIRMettes Firmette] of the section of the relevant flood map.

==748.9.6 Levee Attachments==

Information concerning levees on MHTC right of way and roadway embankments versus levees is located in [[:Category:203 Roadway and Drainage Excavation, Embankment and Compaction#203.2.5 Levee Attachments|203 Roadway and Drainage Excavation, Embankment and Compaction]].

==748.9.7 Acronyms==
{|
|BFE || || Base Flood Elevation
|-
|CSB || || Community Status Book
|-
|FBFM || || Flood Boundary and Floodway Map
|-
|FEMA || || Federal Emergency Management Agency
|-
|FHBM || || Flood Hazard Boundary Map
|-
|FIRM || || Flood Insurance Rate Map
|-
|FIS || || Flood Insurance Study
|-
|NFIP || || National Flood Insurance Program
|-
|SEMA || || State Emergency Management Agency
|}

[[Category:748 Hydraulics and Drainage|748.09]]

File:Local Public Agency Manual-cover 09.pdf

2009-11-20T18:16:12Z

EPG-Admin:

Category:101 Standard Forms

2009-11-19T14:51:46Z

EPG-Admin: Updated link.

[[Image:101.jpg|520px|right]]
== ==
Standard forms organized by functional unit are accessible from this page. '''The files accessible by the links below are identical to those accessed through Word, Excel or other software application by MoDOT employees.''' Many of these file links are also contained in Engineering Policy Guide articles that refer to the forms.

==Bridge==
*[http://epg.modot.mo.gov/forms/BR/Bridge%20Division%20Memo.dot Bridge Division Memo]

*[http://epg.modot.mo.gov/forms/BR/Bridge%20Survey%20Memo.dot Bridge Survey Memo]

*[http://epg.modot.mo.gov/forms/BR/BridgeHydraulicsReport_English3-1-06.dot BridgeHydraulicsReport_English3-1-06]

*[http://epg.modot.mo.gov/forms/BR/Change%20Order.dot Change Order]

*[http://epg.modot.mo.gov/forms/BR/Constructability%20Questionnaire.dot Constructability Questioinnaire]

*[http://epg.modot.mo.gov/forms/BR/CulvertHydraulicsReport_English3-1-06.dot CulvertHydraulicsReport_English3-1-06]

*[http://epg.modot.mo.gov/forms/DE-DEForms/DESIGN%20EXCEPTION%20INFORMATION.dot Design Exception Information]

*[http://epg.modot.mo.gov/forms/BR/Design%20Except%20to%20District.dot Design Except to District]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Box).dot Design Layout (Box).dot]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Grade).dot Design Layout (Grade).dot]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Stream).dot Design Layout (Stream)]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Wall).dot Design Layout (Wall)]

*[http://epg.modot.mo.gov/forms/BR/Floodplain%20Permit.dot Floodplain Permit]

*[http://epg.modot.mo.gov/forms/BR/FloodplainDevelopmentPermit.ToDistrict.CoverLetter.dot Floodplain Development Permit To District Cover Letter]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20District.dot Layout to District]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20FHWA.dot Layout to FHWA]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20Railroad.dot Layout to Railroad]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20Design,%20no%20Permit%20Required.dot Memo to Design, no Permit Required]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20Design,%20Permit%20Required.dot Memo to Design, Permit Required]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20District.dot Memo to District]

*[http://epg.modot.mo.gov/forms/BR/Missouri-Illinois%20Border%20Bridge%20Clearinghouse%20Form.dot Missouri-Illinois Border Bridge Clearinghouse Form]

*[http://epg.modot.mo.gov/forms/BR/No-Rise%20Certificate.dot No-Rise Certificate.dot]

*[http://epg.modot.mo.gov/forms/BR/Request%20For%20Soil%20Properties.dot Request For Soil Properties]

*[http://epg.modot.mo.gov/forms/BR/Sounding%20Layout.dot Sounding Layout]

*[http://epg.modot.mo.gov/forms/BR/Sounding%20Request.dot Sounding Request]

*[http://epg.modot.mo.gov/forms/BR/Telefax.dot Telefax]

*[http://epg.modot.mo.gov/forms/BR/Transmittal%20Letter.dot Transmittal Letter]

==Construction and Materials==
*[http://epg.modot.mo.gov/forms/CO/30%20Day%20Reminder%20Final%20Invoice%20Letter.dot 30 Day Reminder Final Invoice Letter]

*[http://epg.modot.mo.gov/forms/CO/3-Year%20Graduate%20Engr%20Training%20Checklist.dot 3-Year Graduate Engr Training Checklist]

*[http://epg.modot.mo.gov/forms/CO/60%20Day%20Final%20Acceptance%20Letter.dot 60 Day Final Acceptance Letter]

*[http://epg.modot.org/forms/CO/As%20Built%20Plans%20Checklist%20-%20District%206.dot As Built Plans Checklist - District 6]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20All%20Materials%20(Form%20T748).dot Asbestos Survey Report - All Materials (Form T748)]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20All%20Suspect%20ACM%20%20(Form%20T746).dot Asbestos Survey Report - All Suspect ACM (Form T746)]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20Nonfriable%20ACM%20(Form%20T747).dot Asbestos Survey Report - Nonfriable ACM (Form T747)]

*[http://epg.modot.mo.gov/forms/CO/Asphalt%20Roadway%20Report.dot Asphalt Roadway Report]

*[http://epg.modot.mo.gov/forms/CO/Bridge%20Clearance%20Report%20(C-239A).dot Bridge Clearance Report (C-239A).dot]

*[http://epg.modot.mo.gov/forms/CO/Bridge%20Fabrication%20Report.dot Bridge Fabrication Report]

*[http://epg.modot.mo.gov/forms/CO/Concrete%20Roadway%20Report.dot Concrete Roadway Report]

*[http://epg.modot.mo.gov/forms/CO/Construction%20and%20Materials%20Letterhead.dot Construction and Materials Letterhead]

*[http://epg.modot.mo.gov/forms/CO/Contingent%20Item.dot Contingent Item]

*[http://epg.modot.mo.gov/forms/CO/Contractor%20Performance%20Evaluation%20Letter.dot Contractor Performance Evaluation Letter]

*[http://epg.modot.mo.gov/forms/CO/Contractor%20Performance%20Evaluation%20Signature%20Page.dot Contractor Performance Evaluation Signature Page]

*[http://epg.modot.mo.gov/forms/CO/Daily%20Utility%20Report%20(C-9).dot Daily Utility Report (C-9).dot]

*[http://epg.modot.mo.gov/forms/CO/Documentation%20Record.dot Documentation Record]

*[http://modot.mo.gov/business/materials/Electronic%20Documentation%20Choice%20Request%20Form.pdf Electronic Documentation Choice Request]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Control%20Inspection%20Record.dot Erosion Control Inspection Record]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Control%20Product%20Questionnaire.dot Erosion Control Product Questionnaire]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Inspection%20Report%20Summary.dot Erosion Inspection Report Summary]

*[http://epg.modot.mo.gov/forms/CO/Estimate%20Cover%20Letter.dot Estimate Cover Letter]

*[http://epg.modot.mo.gov/forms/CO/Fax%20Cover.dot Fax Cover.dot]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20-%20Off%20System.dot Final Acceptance - Off System.dot]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20(C-239).dot Final Acceptance (C-239)]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20Checklist.dot Final Acceptance Checklist]

*[http://epg.modot.org/forms/CO/Final%20Plans%20Certification.dot Final Plans Certification]

*[http://epg.modot.mo.gov/forms/CO/Final%20Plans%20Checklist.dot Final Plans Checklist]

*[http://epg.modot.mo.gov/forms/CO/Final%20Utility%20Report%20(C-13).dot Final Utility Report (C-13)]

*[[media:137 Force Account Worksheet (one day).xls|Force Account Worksheet (one day)]]

*[[media:137 Force Account Worksheet (multiple days).xls|Force Account Worksheet (multiple days)]]

*[http://epg.modot.mo.gov/forms/CO/Inspectors%20Pay%20Qty%20Report%20(IPQR).dot Inspectors Pay Qty Report (IPQR)]

*[http://epg.modot.mo.gov/forms/CO/Internal%20MoDOT%20Product%20Form.dot Internal MoDOT Product Form]

*[http://epg.modot.mo.gov/forms/CO/Milestone%20Worksheet.dot Milestone Worksheet]

*[http://epg.modot.mo.gov/forms/CO/Mobile%20Mixer%20Verification%20Sheet.dot Mobile Mixer Verification Sheet]

*[http://epg.modot.mo.gov/forms/CO/MoDOT%20Quick%20Estimate%20Summary%20Request.dot MoDOT Quick Estimate Summary Request]

*[http://epg.modot.mo.gov/forms/CO/Nuclear%20Density%20(C-709ND).dot Nuclear Density (C-709ND)]

*[http://epg.modot.mo.gov/forms/CO/Nuclear%20Density%20of%20Plastic%20Portland%20Cement%20Concrete%20(C-710ND).dot Nuclear Density of Plastic Portland Cement Concrete (C-710ND)]

*[http://epg.modot.mo.gov/forms/CO/OJT-4%20Trainee%20Contact.dot OJT-4 Trainee Contact]

*[http://epg.modot.mo.gov/forms/CO/OJT-5%20Discrimination%20Complaint.dot OJT-5 Discrimination Complaint]

*[http://epg.modot.mo.gov/forms/CO/OJT-6%20Final%20Summary.dot OJT-6 Final Summary]

*[http://epg.modot.mo.gov/forms/CO/Order%20Record.dot Order Record (C-259)]

*[http://epg.modot.mo.gov/forms/CO/Overdimension%20Restrict.dot Overdimension Restrict]

*[http://wwwi/intranet/cm/materials/documents/PTSSubmittalForm_000.doc Pavement Type Selection Submittal Information (PTS Submittal Form)]

*[http://epg.modot.mo.gov/forms/CO/Pay%20Quantity%20Cert.dot Pay Quantity Cert]

*[http://epg.modot.mo.gov/forms/CO/Pile%20Driving%20Data.dot Pile Driving Data]

*[http://epg.modot.mo.gov/forms/CO/Pore%20Pressure%20Report%20-%20Type%20A.dot Pore Pressure Report - Type A]

*[http://epg.modot.mo.gov/forms/CO/Pore%20Pressure%20Report%20-%20Type%20B.dot Pore Pressure Report - Type B]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20Federal%20No%20Trainees.dot PreCon Letter - Federal No Trainees]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20Federal.dot PreCon Letter - Federal]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20State.dot PreCon Letter - State]

*[http://epg.modot.mo.gov/forms/CO/Profilograph%20Report.dot Profilograph Report]

*[http://epg.modot.org/forms/CO/Railroad%20Crossing%20Inspection.dot Railroad Crossing Inspection]

*[http://epg.modot.mo.gov/forms/CO/RE%20Letterhead.dot RE Letterhead]

*[http://epg.modot.org/forms/CO/RoCap%20Test%20Form%20-%20Long%20Bolts.dot RoCap Test Form - Long Bolts]

*[http://epg.modot.org/forms/CO/RoCap%20Test%20Form%20-%20Short%20Bolts.dot RoCap Test Form - Short Bolts]

*[http://epg.modot.mo.gov/forms/CO/Semi-annual%20Labor%20Compliance%20Report.dot Semi-annual Labor Compliance Report]

*[http://epg.modot.mo.gov/forms/CO/Semi-Final%20Inspection%20(C-236).dot Semi-Final Inspection (C-236)]

*[http://epg.modot.org/forms/CO/Wage%20Interview%20(Form%20CR-1).dot Wage Interview (Form CR-1)]

*[http://epg.modot.org/forms/CO/Wage%20Interview%20(Form%20CR-1)%20Spanish.dot Wage Interview (Form CR-1) - Spanish]

*[http://epg.modot.mo.gov/forms/CO/Zero%20Dollar%20C-O%20Signature%20Page.dot Zero Dollar C-O Signature Page]

*[http://epg.modot.mo.gov/forms/CO/Zero%20Dollar%20C-O%20Signature%20Page%20FHWA.dot Zero Dollar C-O Signature Page FHWA]

===Forms for Contractor Use ===
====Construction and Contractor Related====

:*[http://p0003/ContractorRating/updateLogin.do 2008 Contractor Performance Evaluation]

:*[http://www.modot.org/business/materials/Blank%202AA%20Sheet.pdf 2AA Sheet – Blank]

:*[http://www.modot.org/business/materials/example%202AA%20sheet.pdf 2AA Sheet – Example]

:*[http://www.modot.org/business/contractor_resources/documents/AffidavitforCompliancewithPrevailingWageLaw.pdf Affidavit for Compliance with Prevailing Wage Law]

:*[http://www.modot.org/business/materials/Trainee%20Notification.pdf CAT Trainee Notification]

:*[http://www.modot.org/business/materials/Project%20Conflict%20Resolution%20Flowchart.pdf Conflict Resolution Flowchart]

:*[http://www.modot.mo.gov/business/contractor_resources/documents/ContractorAffidavit_C-242.pdf Contractor's Affidavit Regarding Settlement of Claims (C-242)]

:*[http://www.modot.org/business/contractor_resources/documents/Contractor_Questionnaire.pdf Contractor Questionnaire] (to bid contracts less than $2,000,000)

:*[http://www.modot.org/business/materials/contractor%27s%20Monthly%20Trainee%20Report.pdf Contractor's Monthly Trainee Report]

:*[http://www.modot.org/pdf/business/DBE.pdf DBE Program Submittal]

:*[http://www.modot.org/business/materials/Trainee%20Example%20Letter.pdf Example Letter to Trainee to be used by Contractor]

:*[http://www.modot.org/business/contractor_resources/documents/PCQForm.pdf Prequalification Contractor Questionnaire] (to bid a contract of any size)

:*[http://www.modot.org/business/materials/Request%20to%20Subcontract%20Work%20(C-220).pdf Request to Subcontract Work (C-220)]

:*[http://www.modot.mo.gov/business/contractor_resources/documents/AffirmativeActionCertification.pdf Subcontractor Certification Regarding Affirmative Action]

:*[http://www.modot.mo.gov/business/materials/Value%20Engineering%20Proposal%20(C-104).doc Value Engineering Change Proposal (C-104)]

:*[http://www.modot.org/business/materials/PreCon%20Flow%20Chart%20-%20Federal.pdf Wage Flowchart for Federal Jobs – Precon]

:*[http://www.modot.org/business/materials/PreCon%20Flow%20Chart%20-%20State.pdf Wage Flowchart for State Jobs – Precon]

:*[http://www.modot.org/business/materials/welder%20qualification%20form.pdf Welder Qualification Form]

:*[http://www.modot.org/business/materials/Waste%20Disposal%20Agreement.pdf Waste Disposal Agreement]

====Materials Related====
:*[http://www.modot.org/business/materials/Aggregate%20Quality%20Control%20Plan.pdf Aggregate Quality Control Plan]

:*[http://www.modot.org/business/materials/asphpayfactor.xls Asphalt Inspectors Worksheets: QA Pay Factor v5.01]

:*[http://www.modot.mo.gov/business/materials/AsphPlantInsp.xls Asphalt Inspectors Worksheets: Plant Inspection v4.10]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS017F2.pdf CMP, RCP, Precast Drainage Units and Precast Box Culvert Shipping Report Form]

:*[http://www.modot.mo.gov/business/materials/Concrete%20Mix%20Design%20Submittal%20Form.xls Concrete Mix Design Submittal Form]

:*[http://www.modot.mo.gov/business/materials/Missouri%20CoreLok%20Aggregate%20Workbook.xls CoreLok Aggregate Workbook]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F2.pdf Fabricator’s PAL Receival Form]

:*[http://www.modot.mo.gov/business/materials/New%20Product%20Evaluation%20Form.pdf New Product Evaluation Form]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F4.pdf PAL Program Inclusion Certifications and Guarantee Statement]

:*[http://www.modot.mo.gov/business/materials/Producer-Supplier%20List.pdf Producer/Supplier List]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS017F1.pdf PVC & HDPE Pipe Shipping Report Form]

:*[http://modot.mo.gov/business/contractor_resources/documents/TransferRequestofInspectedMaterial.pdf Request for Transfer of Inspected Materials]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F3.pdf Shipper’s PAL Transmittal Form]

====Posters, Federal Aid====

:*[http://www.modot.org/business/materials/discrimination%20in%20employment.pdf Discrimination in Employment (MCHR-9)]

:*[http://www.modot.org/business/materials/EEO%20Policy%20Example%20Letter.pdf EEO Policy Letter Example Letter]

:*[http://www.modot.org/business/materials/Equal%20Employment%20Opportunity.pdf Equal Employment Opportunity] (also available [http://www.modot.org/business/materials/Equal%20Oppurtunity%20is%20the%20Law%20(Spanish).pdf en español])

:*[http://www.modot.org/business/materials/Important%20Wage%20Rate%20Info%20FHWA-1495.pdf Important Wage Rate Info FHWA-1495] (also available [http://www.modot.org/business/materials/Important%20Wage%20Rate%20Infor%20FHWA1495a%20(Spanish).pdf en español])

:*[http://www.modot.org/business/materials/Job%20Safety%20&%20Health%20OSHA%203165.pdf Job Safety and Health OSHA] (also available [http://www.modot.org/business/materials/Job%20Safety%20&%20Health%20OSHA%20%20Spanish%203167.pdf en español])

:*[http://www.modot.org/business/materials/Job%20Site%20Bulletin%20Board%20Checklist.pdf Jobsite Bulletin Board Checklist]

:*[http://www.modot.org/business/materials/Letter%20Appt%20EEO%20Officer.pdf Letter Appt EEO Officer]

:*[http://www.modot.org/business/materials/Minimum%20Wage%201088%20English.pdf Minimum Wage 1088] (also available [http://www.modot.org/business/materials/Minimum%20Wage%201088%20Spanish.pdf en español])

:*[http://www.modot.org/business/materials/Notice%20FHWA%201022.pdf Notice FHWA 1022]

:*[http://www.modot.org/business/materials/Notice%20Polygraph%20English%20WH%201462.pdf Notice Polygraph WH 1462] (also available [http://www.modot.org/business/materials/Notice%20Polygraph%20Spanish%20WH%201462.pdf en español])

:*[http://www.modot.org/business/materials/Notice%20to%20Employees%20Davis%20Bacon%201321.pdf Notice to Employees Davis Bacon 1321]

:*[http://www.modot.org/business/materials/Notice%20to%20Workers%20Disability%20WH%201284.pdf Notice to Workers with Disability WH 1284]

:*[http://www.modot.org/business/materials/stormwater%20sign.doc Stormwater Permit Sign]

:*[http://www.modot.org/business/materials/Your%20Rights%20FMLA%20WH%201420.pdf Your Rights FMLA WH 1420]

====Posters, State Aid====
:*[http://www.modot.org/business/contractor_resources/documents/DiscrmininationinPublicAccomdationMCHR-07-ai.pdf Discrimination in Public Accommodations MCHR-07]

:*[http://www.modot.org/business/materials/stormwater%20sign.doc Stormwater Permit Sign]

:*[http://www.modot.org/business/contractor_resources/documents/UnemploymentBenefitsLaws.pdf Unemployment Benefits Laws]

:*[http://www.modot.org/business/contractor_resources/documents/WorkersCompensationWC106English.pdf Workers Compensation WC 106] (also available [http://www.modot.org/business/contractor_resources/documents/WorkersCompensationWC106Spanish.pdf en español])

====Utility or Right of Way Related====

:*[http://www.modot.mo.gov/asp/intentToWork.shtml Notice of Intent to Perform Work Process]

:*[http://www.modot.mo.gov/business/contractor_resources/documents/permit_external.pdf Permit for Work on Right of Way]

==Design==
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Microstation D-Sheets'''
|-
|'''Signing'''
|-
|[[media:D-29.pdf|D-29]]
|-
|[[media:D-30.pdf|D-30]]
|-
|[[media:D-32.pdf|D-32]]
|-
|[[media:D-33.pdf|D-33]]
|-
|[[media:D-34.doc|D-34]]
|-
|'''Signals'''
|-
|[[media:D-37a 0909.pdf|Form D-37A]]
|-
|[[media:D-37b.pdf|Form D-37B]]
|-
|[[media:D-37c.pdf|Form D-37C]]
|-
|[[media:D-37d.pdf|Form D-37D]]
|-
|[[media:D-38 0909.pdf|Form D-38]]
|-
|[[media:D-38a 0909a.pdf|Form D-38A]]
|-
|[[media:D-38b 0909.pdf|Form D-38B]]
|-
|[[media:D-38c 0909.pdf|Form D-38C]]
|-
|[[media:D-38d 0909.pdf|Form D-38D]]
|-
|[[media:D-38e 0909.pdf|Form D-38E]]
|-
|'''Typical Sections'''
|-
|[[media:D-49.pdf|Typical Section Bicycle Path (D-49)]]
|-
|[[media:231 Interstate Roadway (D-61).pdf|Interstate Roadway (D-61)]]
|-
|[[media:231 4-Lane (Non-Interstate) Major Rural Roadway (D-61).pdf|4-Lane (Non-Interstate) Major Rural Roadway (D-61)]]
|-
|[[media:231 2-Lane Major Rural Roadway - Super Two (D-60).pdf|2-Lane Major Rural Roadway, a "Super 2" (D-60)]]
|-
|[[media:231 Minor Rural Roadway (D-64).pdf|Minor Rural Roadway (D-64)]]
|-
|[[media:231 Diamond-Directional Ramp (Any ADT) (D-50).pdf|Diamond/Directional Ramp, Any ADT (D-50)]]
|-
|[[media:231 Diamond-Directional Ramp (Low ADT) (D-50).pdf|Diamond/Directional Ramp, Low ADT, Low Trucks (D-50)]]
|-
|[[media:231 Multi-Lane Ramp (D-53).pdf|Muti-Lane Ramp (D-53)]]
|-
|[[media:231 Loop Ramp (D-51).pdf|Loop Ramp (D-51)]]
|-
|[[media:231 Local Roadway (D-67).pdf|Local Roadway (D-67)]]
|-
|[[media:231 Low Volume Local Roadway (D-66).pdf|Local Roadway, Low ADT (D-66)]]
|-
|'''Miscellaneous'''
|-
|[[media:D-71.pdf|Widening and Resurfacing (D71)]]
|}
===Bridge===
*[http://epg.modot.mo.gov/forms/DE-Bridge/404%20Permits.dot 404 Permits]

*[http://epg.modot.mo.gov/forms/DE-Bridge/BridgeSurvey%20Report%20Form%20-%20English.dot Bridge Survey Report Form]

*[http://epg.modot.mo.gov/forms/DE-Bridge/Structural%20Rehabilitation%20Checklist.xlt Structural Rehabilitation Checklist (Excel)]

===Checklist===
*[http://epg.modot.mo.gov/forms/DE-Checklist/Design%20Progress%20Check%20List.dot Design Progress Check List]

*[http://epg.modot.mo.gov/forms/DE-Checklist/District%20Final%20Design%20Checklist%20-%20D12.dot District Final Design Checklist - D12]

*[http://epg.modot.mo.gov/forms/DE-Checklist/Preliminary%20Plans%20Check%20List.dot Preliminary Plans Check List]

*[http://epg.modot.mo.gov/forms/DE-Checklist/Right%20of%20Way%20Check%20List.dot Right of Way Check List]

===Computer===
*[http://epg.modot.mo.gov/forms/DE-Computer/Design%20Computer%20Files%20&%20Drawings%20Log%20Sheet%20-%20D-97.dot Design Computer Files & Drawings Log Sheet - D-97]

*[http://epg.modot.mo.gov/forms/DE-Computer/MicroStation%20Computer%20Drawings%20Log%20Sheet%20-%20D96.dot MicroStation Computer Drawings Log Sheet - D96]

===Contracts===
*[http://epg.modot.mo.gov/forms/DE-Contracts/Award.dot Award]

*[http://www.modot.org/business/standards_and_specs/documents/ComputerDeliverableContractPlans.pdf Computer Deliverable Contract Plans 2005]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot Consultant Services Contract - State Funded (MoDOT Users)]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot De1]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot DE11]

*[http://epg.modot.mo.gov/forms/DE-Contracts/Sample%20Scope%20of%20Services%20-%20Location%20and%20Environment.dot Sample Scope of Services - Location and Environment]

*[http://epg.modot.mo.gov/forms/DE-Contracts/Sample%20Scope%20of%20Services%20Design.dot Sample Scope of Services Design]

===Design Forms===
*[http://epg.modot.mo.gov/forms/DE-DEForms/3R%20CONCEPTUAL%20STUDY%20REPORT.dot 3R Conceptual Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/4R%20PAVEMENT%20REHABILITATION%20ANALYSIS%20DATA%20AND%20CONCEPTUAL%20STUDY%20REPORT.dot 4R Pavement Rehabilitation Analysis Data and Conceptual Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Aerial%20Mosiac%20Submittal%20for%20Recon%20Study.dot Aerial Mosiac Submittal for Recon Study]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Commission%20Backup%20Form%20Blank.dot Commission Backup Form Blank]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Commission%20Backup%20Form%20Instructions.dot Commission Backup Form Instructions]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Conceptual%20Study%20Report.dot Conceptual Study Report]

*[http://epg.modot.org/forms/DE-DEForms/Consultant%20Rating%20Form.dot Consultant Rating Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Cultural%20Resource%20Assessment%20Letter.dot Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/D-28%20Sign%20Design%20Order%20Form.dot D-28 Sign Design Order Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/DESIGN%20EXCEPTION%20INFORMATION.dot Design Exception Information]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Equipment%20and%20Materials%20List.dot Equipment and Materials List]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Highway%20Lighting%20Warrants%20D21.dot Highway Lighting Warrants D21]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Inquiry%20Report.dot Inquiry Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Job%20Special%20Provisions%20Stylesheet.dot Job Special Provisions Stylesheet]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Location%20Study%20Report.dot Location Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Distress%20Log%20Form%20-%20Asphalt%20-%2011x17.dot Pavement Distress Log Form - Asphalt - 11x17]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Distress%20Log%20Form%20-%20Concrete%2011x17.dot Pavement Distress Log Form - Concrete 11x17]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Repair%20Log.dot Pavement Repair Log]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Preliminary%20Plans%20Proposal%20Review.dot Preliminary Plans Proposal Review]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Preliminary%20Signal%20Plan%20Submittal.dot Preliminary Signal Plan Submittal]

*[http://epg.modot.mo.gov/forms/DE-DEForms/PROJECT%20ASSIGNMENTS%20AND%20COMPLETION%20DATES.dot Project Assignments and Completion Dates]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Project%20Data%20for%20BAMS.dot Project Data for BAMS]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Project%20Initialization%20Estimate%20Form.dot Project Initialization Estimate Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Submittal%20to%20Professional%20Services%20Committee.dot Submittal to Professional Services Committee]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Suggested%20Revision%20to%20a%20CADD%20Standard.dot Suggested Revision to a CADD Standard]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Test-Cultural%20Resource%20Assessment%20Letter.dot Test-Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Traffic%20Signal%20Warrants,%20Form%20D22.dot Traffic Signal Warrants, Form D22]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Utility%20Print%20Submittal%20Letter.dot Utility Print Submittal Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Utility%20Print%20Submittal%20letter_Revised%20Plans.dot Utility Print Submittal letter_Revised Plans]

*[http://epg.modot.mo.gov/forms/DE-DEForms/WORK%20DAY%20STUDY%20-%20124.dot Work Day Study - 124]

===Engineering Professional Services===
*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/Attachment17ConsultantSelectionAndContractAdministrationSummary.dot Consultant Selection And Contract Administration Summary]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/Attachment18ConsultantSelectionAndContractAdministrationSummary-Bridge.dot Consultant Selection And Contract Administration Summary - Bridge]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/PSC%20Approval%20Letter%20Request%20to%20Execute%20Contract%20DBE.dot PSC Approval Letter Request to Execute Contract DBE]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/PSC%20Approval%20Letter%20Request%20to%20Execute%20Supplemental%20Contract%20DBE.dot PSC Approval Letter Request to Execute Supplemental Contract DBE]

*[http://epg.modot.org/forms/DE-Engineering%20Professional%20Services/Approval_to_Solicit_Consultants_Letter.dot PSC Approval to Solicit Letter]

===Environmental and Cultural===
*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot Categorical Exclusion Form]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20For%20Hardships%20Determined.dot Categorical Exclusion Determination for Hardships]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Cultural%20Resource%20Structure%20Log.dot Cultural Resource Structure Log]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/DNR%20Land%20Survey%20Request.dot DNR Land Survey Request]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Farmland%20Conversion%20IMpact%20Rating%20(Site).dot Farmland Conversion Impact Rating (Corridor)]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Farmland%20Conversion%20Impact%20Rating%20(Corridor).dot Farmland Conversion Impact Rating (Site)]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Fig%202-06-9,%20Farmland%20Conversion%20Impact%20Rating.dot Fig 2-06-9, Farmland Conversion Impact Rating]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Initial%20Site%20Assessment%20Form.dot Initial Site Assessment Form]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Request%20for%20Environmental%20Studies.dot Request for Environmental Studies]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/RES%20Instruction%20sheet.doc RES Instruction sheet]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/STRUCT.dot STRUCT]

===Hearings===
*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot Generic Meeting Sign-Up Sheet]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Notice%20of%20Formal%20Public%20Hearing.dot Notice of Formal Public Hearing]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Open-House%20Public%20Hearing.dot Open-House Public Hearing]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Public%20Hearing%20Statement%20Form.dot Public Hearing Statement Form]

===Materials===
*[http://epg.modot.mo.gov/forms/DE-Materials/Hazardous%20Waste%20Removal%20Bid%20Information.dot Hazardous Waste Removal Bid Information]

*[http://epg.modot.mo.gov/forms/DE-Materials/Itemized%20Proposal%20-%20Demolition,%20Asbestos,%20UST%20Removal.dot Itemized Proposal - Demolition, Asbestos, UST Removal]

*[http://epg.modot.mo.gov/forms/DE-Materials/Materials%20Suppliers,%20Source%20and%20Location.dot Materials Suppliers, Source and Location]

*[http://epg.modot.mo.gov/forms/DE-Materials/Request%20for%20Asphalt%20Cement%20%25%20Grade.dot Request for Asphalt Cement % Grade]

*[http://epg.modot.mo.gov/forms/DE-Materials/Soil%20Info%20Request.dot Soil Info Request]

*[http://epg.modot.mo.gov/forms/DE-Materials/Soil%20Survey%20Request.dot Soil Survey Request]

===Photo===
*[http://epg.modot.mo.gov/forms/DE-Photo/Aerial%20Photography%20Requisition.dot Aerial Photography Requisition]

*[http://epg.modot.mo.gov/forms/DE-Photo/Microfilm-Print%20Billing%20Form.dot Microfilm-Print Billing Form]

*[http://epg.modot.mo.gov/forms/DE-Photo/Prints%20of%20Previous%20Photography%20Requistion.dot Prints of Previous Photography Requistion]

*[http://epg.modot.mo.gov/forms/DE-Photo/Request%20for%20Color%20Copies.dot Request for addition to flight program]

*[http://epg.modot.mo.gov/forms/DE-Photo/Request%20for%20addition%20to%20flight%20program.dot Request for Color Copies]

===Planning===
*[http://epg.modot.mo.gov/forms/DE-Planning/ARAN%20Report%20Request.dot ARAN Report Request]

*[http://epg.modot.mo.gov/forms/DE-Planning/Conceptual%20Study%20Traffic%20Count%20Request.dot Conceptual Study Traffic Count Request]

*[http://epg.modot.mo.gov/forms/DE-Planning/Fis%20Formc.dot Fis Formc]

*[http://epg.modot.mo.gov/forms/DE-Planning/Turning%20Movement%20Traffic%20Count%20Request.dot Turning Movement Traffic Count Request]

===Right of Way===
*[http://epg.modot.org/forms/DE-ROW/Certification%20of%20Right%20of%20Way%20Plans%20for%20Condemnation%20Letter.dot Certification of Right of Way Plans for Condemnation Letter]

*[http://epg.modot.mo.gov/forms/DE-ROW/Forthcoming%20RW%20Plan%20changes.dot Forthcoming RW Plan Changes]

*[http://epg.modot.mo.gov/forms/DE-ROW/Preliminary%20Right%20of%20Way%20Estimate.dot Preliminary Right of Way Estimate]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Approval%20(Amended_Plans)%20Condemnation%20Required.dot Right of Way Approval (Amended Plans) Condemnation Required]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Plans%20Reviewed.dot Right of Way Plans Reviewed]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Plans%20to%20Dist%20RW%20Agent.dot Right of Way Plans to Dist RW Agent]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Change%20Information%20for%20Microfilming.dot RW Change Information for Microfilming]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20-%20Commission%20Certification%20(Amended).dot RW Plans - Commission Certification (Amended)]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20-%20Commission%20Certification.dot RW Plans - Commission Certification]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20Approval%20-%20Letter%20of%20Certification.dot RW Plans Approval - Letter of Certification]

===Scoping===
*[http://epg.modot.mo.gov/forms/DE-Scoping/Bridge%20Checklist.dot Bridge Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Construction%20and%20Materials%20Checklist.dot Construction and Materials Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Design%20Checklist.dot Design Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Draft%20Project%20Scoping%20Memorandum.dot Draft Project Scoping Memorandum]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Environmental%20Checklist.dot Environmental Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/FHWA%20Checklist.dot FHWA Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Maintenance%20Checklist.dot Maintenance Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Major%20Project%20Scope%20or%20Estimate%20Change.dot Major Project Scope or Estimate Change]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Non-Major%20Project%20Scope%20or%20Estimate%20Change.dot Non-Major Project Scope or Estimate Change]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Planning%20Checklist.dot Planning Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Development%20Liaison%20Checklist.dot Project Development Liaison Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Estimate%20Quality%20Assurance%20Report.dot Project Estimate Quality Assurance Report]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Scoping%20Checklist.dot Project Scoping Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Scoping%20Memorandum.dot Project Scoping Memorandum]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Public%20Information%20and%20Outreach%20Checklist.dot Public Information and Outreach Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Railroad%20Checklist.dot Railroad Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Right%20of%20Way%20Checklist.dot Right of Way Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Traffic%20Checklist.dot Traffic Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Utilities%20Checklist.dot Utilities Checklist]

===Survey===
*[http://epg.modot.mo.gov/forms/DE-Survey/Center%20Line%20Staking%20-%20Letter%20to%20Property%20Owner.dot Center Line Staking - Letter to Property Owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Center%20Line%20Staking.dot Center Line Staking]

*[http://epg.modot.mo.gov/forms/DE-Survey/Permanent%20RW%20Marker%20Setting%20-%20letter%20to%20property%20owner.dot Permanent RW Marker Setting - letter to property owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Permanent%20RW%20Marker%20Settings.dot Permanent RW Marker Settings]

*[[media:238.2.18.2 Plat Review Checklist.pdf|Form 238.2.18.2 Plat Review Checklist]]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying%20-%20letter%20to%20property%20owner%201.dot Preliminary Surveying - letter to property owner 1]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying%20-%20letter%20to%20property%20owner.dot Preliminary Surveying - letter to property owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying.dot Preliminary Surveying]

*[http://epg.modot.mo.gov/forms/DE-Survey/238.2.17 Professional Land Surveyor.dot Professional Land Surveyor Description Review Form]

*[http://epg.modot.mo.gov/forms/DE-Survey/RW%20Marker%20Setting.dot RW Marker Setting]

*[http://epg.modot.mo.gov/forms/DE-Survey/Survey%20Request%20Form.dot Survey Request Form]

==Maintenance==
*[[media:101 Maintenance - Deer Death Report Form and Map.xls|Deer Death Report Form and Map (Excel)]]

===Chip Seal Forms===
*[http://wwwi/maintenance/Forms/App%20Adjust%20Form.pdf Application Adjustment Factor Form]
*[http://wwwi/maintenance/Forms/Traffic%20Eval%20Factor.pdf Traffic Evaluation Factor (TEF) for Asphalt Application Adjustment]

===Bridge Maintenance===
*[[media:101 Maintenance - blankinspreport.pdf|Blank Inspection Report]]
*[[media:101 Maintenance - maintmatlusage.xls|Maintenance Material Usage (Excel)]]
*[[media:101 Maintenance - paintdatareportformblank.xls|Paint Data Report (Excel)]]
*[[media:101 Maintenance - Maintenance Recommendation Report.pdf|Maintenance Recommendation Report]]
*[[media:101 Maintenance - bridgemaintenancerepairreport.xls|Bridge Maintenance Repair Report (Excel)]]
*[[media:101 Maintenance - Photo Log.xls|Photo Log Sheet (Excel)]]
*[[media:101 Maintenance - Follow-up Action Required-Written form.doc|FAR (Follow-Up Action Required)]]
*[[media:101 Maintenance - CIF - Written form.dot|CIF (Critical Inspection Finding)]]

===Snow & Ice Control===
*[[media:101 Maintenance - Snow and Ice Control Equipment Inventory.xls|Snow and Ice Control Equipment Inventory (Excel)]]
*[[media:101 Maintenance - Chemical Requirements.xls|Chemical Requirements (Excel)]]
*[[media:101 Maintenance - Salt Storage.xls|Salt Storage (Excel)]]

===Rest Areas===
*[[media:101 Maintenance - Rest Area Truck Parking.xls|Rest Area Truck Parking (Excel)]]
*[[media:101 Maintenance - REST AREA inspection_2005.doc|Rest Area Inspection]]

===Commuter Lots===
*[[media:101 Maintenance - Commuter Lot Inspection Form.xls|Commuter Lot Inspection (Excel)]]
*[[media:101 Maintenance - Commuter Lot Survey.pdf|Commuter Lot Survey]]

===Disasters===
*[[media:101 Maintenance - DDIR.xls|Detailed Damage Inspection Report (Excel)]]
*[[media:101 Maintenance - Non Federal Aid Route DDIR.xls|FEMA Detailed Damage Inspection Report (Excel)]]

===Performance Indicators===

===Pavement Management===

==Motor Carrier Services==
*[http://epg.modot.mo.gov/forms/MCS/Accounting%20Payment%20Error%20Notice.dot Accounting Payment Error Notice]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Altered%20Temporary.dot IRP Altered Temporary]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Outstanding%20Temporaries.dot IRP Outstanding Temporaries]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Surrendering%20Plates.dot IRP Surrendering Plates]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Suspension.dot IRP Suspension]

*[http://epg.modot.mo.gov/forms/MCS/IRP-IFTA%20Reject%20Letters.dot IRP-IFTA Reject Letters]

*[http://epg.modot.mo.gov/forms/MCS/MCS%20MoDOT%20Letterhead.dot MCS MoDOT Letterhead]

==Planning==
*[http://epg.modot.mo.gov/forms/MCS/MCS%20MoDOT%20Letterhead.dot MTFC Letterhead]

==Resource Management==
*[[media:235 Agreements Checklist.doc|Agreements Checklist]]

==Right of Way==
*[http://epg.modot.mo.gov/forms/RW/RW%20Mortgage%20Analyzer.xlt RW Mortgage Analyzer (Excel)]
===General Information===
===Right of Way Organization and Personnel===
===Administration===

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Acquisition%20Complete%20Cost%20Estimate%20Worksheet_Form%203-3_3B.dot Acquisition Complete Cost Estimate Worksheet_(Form 3-3_3B)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Categorical%20Exclusion%20Review_Form%203-1_2.dot Categorical Exclusion Review_(Form 3-1_2)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Request%20for%20Acquisition%20Authority_Form%203-6_10A.dot Request for Acquisition Authority_(Form 3-6_10A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_1A%20.dot Request for Federal Funding_Limited Acquisition Authority_(Form 3-4_1A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_1B.dot Request for Limited Acquisition Authority_(Form 3-4_1B)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_2A.dot Request for Federal Funding_(Form 3-4_2A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Right%20of%20Way%20Cost%20Estimate%20Worksheet_Form%203-3_3A.dot Right of Way Cost Estimate Worksheet_(Form 3-3_3A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Right%20of%20Way%20Cost%20Estimate_Form%203-3_3C.dot Right of Way Cost Estimate_(Form 3-3_3C)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Supplemental%20Page_Form%203-3_3A.dot Supplemental Page_(Form 3-3_3A)]

===Description Writing and Titles===

*[http://epg.modot.mo.gov/forms/RW/Chapter%204_Description%20Writing%20&%20Titles/Affidavit%20of%20Scriveners%20Error%20Form%204_6_4a.dot Affidavit of Scrivener's Error (Form 4-6.4a)]

===Property Management===

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Form%20236.5.19a.dot Request for Excess Parcel Survey (Form 236.5.19a)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Legal%20Opinion%20Memo.dot Realty Asset Sale Legal Opinion Memo]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Property%20Inventory%20Record.dot Property Inventory Record]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Property%20Inventory%20Record%20Instructions.dot Property Inventory Record Instructions]

===Appraisal and Appraisal Review===
===Negotiation===
===Relocation Assistance Program===
===Asbestos Abatement-Removal of Building Improvement===
===Right Of Way Condemnation===
===Mediation===
===Quality Assurance Reviews===
===Designing Right of Way Plans===
===Change in Route Status Report===
===Requests from Cities for Annexations===
===Outdoor Advertising===

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ADMREVREQUEST.dot Administrative Review Request]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ADV%20PROFILE%20REPORT1.DOT ADV Profile Report]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/vegpmtapp.dot Application for Outdoor Advertising Vegetation Permit]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ILLEGAL%20COURTESY%20LTR2.DOT Courtesy Letter ("cannot be permitted")]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ILLEGAL%20COURTESY%20LTR1.DOT Courtesy Letter ("possibly permitted")]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/CUTOUT%20EXTENSION.dot Cutout or Extension]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTEOFWITHDRAW.dot Notice of Withdrawal (OAN-15)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/noticepropowner.dot Notice to Property Owner]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOREMOVE3.dot Notice to Remove (NTR)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTICESIGNOWNR.dot Notice to Sign Owner]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOTERMNATE.dot Notice to Terminate (NTT)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOVOID.dot Notice to Void (Release of Permit)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ODAPERMIT.dot Outdoor Advertising Permit]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/permitapp.dot Outdoor Advertising Permit Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/BIENNIALPERMITCOVER.dot Outdoor Advertising Permit Cover Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/permittrnsfr.dot Permit Transfer Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/Unzoned%20Qualifying%20Business%20Checklist.dot Qualifying Business Checklist]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/RELEASELETTER.dot Release Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/REJECTAPPCOVER.dot Rejection Letter for Outdoor Advertising Permit Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/scanning%20procedure.doc Scanning Procedures]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/Vegetation_Cost_Letter.dot Vegetation Cost Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/REJECTVEG.dot Vegetation Rejection letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/VoidCover.dot Void Cover Letter]

===Junkyards===
===Local Public Agency Land Acquisition===

Category:101 Standard Forms

2009-11-19T14:43:16Z

EPG-Admin: Removed duplicative construction forms that were linked from both internet and k drive.

[[Image:101.jpg|520px|right]]
== ==
Standard forms organized by functional unit are accessible from this page. '''The files accessible by the links below are identical to those accessed through Word, Excel or other software application by MoDOT employees.''' Many of these file links are also contained in Engineering Policy Guide articles that refer to the forms.

==Bridge==
*[http://epg.modot.mo.gov/forms/BR/Bridge%20Division%20Memo.dot Bridge Division Memo]

*[http://epg.modot.mo.gov/forms/BR/Bridge%20Survey%20Memo.dot Bridge Survey Memo]

*[http://epg.modot.mo.gov/forms/BR/BridgeHydraulicsReport_English3-1-06.dot BridgeHydraulicsReport_English3-1-06]

*[http://epg.modot.mo.gov/forms/BR/Change%20Order.dot Change Order]

*[http://epg.modot.mo.gov/forms/BR/Constructability%20Questionnaire.dot Constructability Questioinnaire]

*[http://epg.modot.mo.gov/forms/BR/CulvertHydraulicsReport_English3-1-06.dot CulvertHydraulicsReport_English3-1-06]

*[http://epg.modot.mo.gov/forms/DE-DEForms/DESIGN%20EXCEPTION%20INFORMATION.dot Design Exception Information]

*[http://epg.modot.mo.gov/forms/BR/Design%20Except%20to%20District.dot Design Except to District]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Box).dot Design Layout (Box).dot]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Grade).dot Design Layout (Grade).dot]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Stream).dot Design Layout (Stream)]

*[http://epg.modot.mo.gov/forms/BR/Design%20Layout%20(Wall).dot Design Layout (Wall)]

*[http://epg.modot.mo.gov/forms/BR/Floodplain%20Permit.dot Floodplain Permit]

*[http://epg.modot.mo.gov/forms/BR/FloodplainDevelopmentPermit.ToDistrict.CoverLetter.dot Floodplain Development Permit To District Cover Letter]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20District.dot Layout to District]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20FHWA.dot Layout to FHWA]

*[http://epg.modot.mo.gov/forms/BR/Layout%20to%20Railroad.dot Layout to Railroad]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20Design,%20no%20Permit%20Required.dot Memo to Design, no Permit Required]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20Design,%20Permit%20Required.dot Memo to Design, Permit Required]

*[http://epg.modot.mo.gov/forms/BR/Memo%20to%20District.dot Memo to District]

*[http://epg.modot.mo.gov/forms/BR/Missouri-Illinois%20Border%20Bridge%20Clearinghouse%20Form.dot Missouri-Illinois Border Bridge Clearinghouse Form]

*[http://epg.modot.mo.gov/forms/BR/No-Rise%20Certificate.dot No-Rise Certificate.dot]

*[http://epg.modot.mo.gov/forms/BR/Request%20For%20Soil%20Properties.dot Request For Soil Properties]

*[http://epg.modot.mo.gov/forms/BR/Sounding%20Layout.dot Sounding Layout]

*[http://epg.modot.mo.gov/forms/BR/Sounding%20Request.dot Sounding Request]

*[http://epg.modot.mo.gov/forms/BR/Telefax.dot Telefax]

*[http://epg.modot.mo.gov/forms/BR/Transmittal%20Letter.dot Transmittal Letter]

==Construction and Materials==
*[http://epg.modot.mo.gov/forms/CO/30%20Day%20Reminder%20Final%20Invoice%20Letter.dot 30 Day Reminder Final Invoice Letter]

*[http://epg.modot.mo.gov/forms/CO/3-Year%20Graduate%20Engr%20Training%20Checklist.dot 3-Year Graduate Engr Training Checklist]

*[http://epg.modot.mo.gov/forms/CO/60%20Day%20Final%20Acceptance%20Letter.dot 60 Day Final Acceptance Letter]

*[http://epg.modot.org/forms/CO/As%20Built%20Plans%20Checklist%20-%20District%206.dot As Built Plans Checklist - District 6]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20All%20Materials%20(Form%20T748).dot Asbestos Survey Report - All Materials (Form T748)]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20All%20Suspect%20ACM%20%20(Form%20T746).dot Asbestos Survey Report - All Suspect ACM (Form T746)]

*[http://epg.modot.mo.gov/forms/CO/Asbestos%20Survey%20Report%20-%20Nonfriable%20ACM%20(Form%20T747).dot Asbestos Survey Report - Nonfriable ACM (Form T747)]

*[http://epg.modot.mo.gov/forms/CO/Asphalt%20Roadway%20Report.dot Asphalt Roadway Report]

*[http://epg.modot.mo.gov/forms/CO/Bridge%20Clearance%20Report%20(C-239A).dot Bridge Clearance Report (C-239A).dot]

*[http://epg.modot.mo.gov/forms/CO/Bridge%20Fabrication%20Report.dot Bridge Fabrication Report]

*[http://epg.modot.mo.gov/forms/CO/Concrete%20Roadway%20Report.dot Concrete Roadway Report]

*[http://epg.modot.mo.gov/forms/CO/Construction%20and%20Materials%20Letterhead.dot Construction and Materials Letterhead]

*[http://epg.modot.mo.gov/forms/CO/Contingent%20Item.dot Contingent Item]

*[http://epg.modot.mo.gov/forms/CO/Contractor%20Performance%20Evaluation%20Letter.dot Contractor Performance Evaluation Letter]

*[http://epg.modot.mo.gov/forms/CO/Contractor%20Performance%20Evaluation%20Signature%20Page.dot Contractor Performance Evaluation Signature Page]

*[http://epg.modot.mo.gov/forms/CO/Daily%20Utility%20Report%20(C-9).dot Daily Utility Report (C-9).dot]

*[http://epg.modot.mo.gov/forms/CO/Documentation%20Record.dot Documentation Record]

*[http://modot.mo.gov/business/materials/Electronic%20Documentation%20Choice%20Request%20Form.pdf Electronic Documentation Choice Request]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Control%20Inspection%20Record.dot Erosion Control Inspection Record]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Control%20Product%20Questionnaire.dot Erosion Control Product Questionnaire]

*[http://epg.modot.mo.gov/forms/CO/Erosion%20Inspection%20Report%20Summary.dot Erosion Inspection Report Summary]

*[http://epg.modot.mo.gov/forms/CO/Estimate%20Cover%20Letter.dot Estimate Cover Letter]

*[http://epg.modot.mo.gov/forms/CO/Fax%20Cover.dot Fax Cover.dot]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20-%20Off%20System.dot Final Acceptance - Off System.dot]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20(C-239).dot Final Acceptance (C-239)]

*[http://epg.modot.mo.gov/forms/CO/Final%20Acceptance%20Checklist.dot Final Acceptance Checklist]

*[http://epg.modot.org/forms/CO/Final%20Plans%20Certification.dot Final Plans Certification]

*[http://epg.modot.mo.gov/forms/CO/Final%20Plans%20Checklist.dot Final Plans Checklist]

*[http://epg.modot.mo.gov/forms/CO/Final%20Utility%20Report%20(C-13).dot Final Utility Report (C-13)]

*[[media:137 Force Account Worksheet (one day).xls|Force Account Worksheet (one day)]]

*[[media:137 Force Account Worksheet (multiple days).xls|Force Account Worksheet (multiple days)]]

*[http://epg.modot.mo.gov/forms/CO/Inspectors%20Pay%20Qty%20Report%20(IPQR).dot Inspectors Pay Qty Report (IPQR)]

*[http://epg.modot.mo.gov/forms/CO/Internal%20MoDOT%20Product%20Form.dot Internal MoDOT Product Form]

*[http://epg.modot.mo.gov/forms/CO/Milestone%20Worksheet.dot Milestone Worksheet]

*[http://epg.modot.mo.gov/forms/CO/Mobile%20Mixer%20Verification%20Sheet.dot Mobile Mixer Verification Sheet]

*[http://epg.modot.mo.gov/forms/CO/MoDOT%20Quick%20Estimate%20Summary%20Request.dot MoDOT Quick Estimate Summary Request]

*[http://epg.modot.mo.gov/forms/CO/Nuclear%20Density%20(C-709ND).dot Nuclear Density (C-709ND)]

*[http://epg.modot.mo.gov/forms/CO/Nuclear%20Density%20of%20Plastic%20Portland%20Cement%20Concrete%20(C-710ND).dot Nuclear Density of Plastic Portland Cement Concrete (C-710ND)]

*[http://epg.modot.mo.gov/forms/CO/OJT-4%20Trainee%20Contact.dot OJT-4 Trainee Contact]

*[http://epg.modot.mo.gov/forms/CO/OJT-5%20Discrimination%20Complaint.dot OJT-5 Discrimination Complaint]

*[http://epg.modot.mo.gov/forms/CO/OJT-6%20Final%20Summary.dot OJT-6 Final Summary]

*[http://epg.modot.mo.gov/forms/CO/Order%20Record.dot Order Record (C-259)]

*[http://epg.modot.mo.gov/forms/CO/Overdimension%20Restrict.dot Overdimension Restrict]

*[http://wwwi/intranet/cm/materials/documents/PTSSubmittalForm_000.doc Pavement Type Selection Submittal Information (PTS Submittal Form)]

*[http://epg.modot.mo.gov/forms/CO/Pay%20Quantity%20Cert.dot Pay Quantity Cert]

*[http://epg.modot.mo.gov/forms/CO/Pile%20Driving%20Data.dot Pile Driving Data]

*[http://epg.modot.mo.gov/forms/CO/Pore%20Pressure%20Report%20-%20Type%20A.dot Pore Pressure Report - Type A]

*[http://epg.modot.mo.gov/forms/CO/Pore%20Pressure%20Report%20-%20Type%20B.dot Pore Pressure Report - Type B]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20Federal%20No%20Trainees.dot PreCon Letter - Federal No Trainees]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20Federal.dot PreCon Letter - Federal]

*[http://epg.modot.mo.gov/forms/CO/PreCon%20Letter%20-%20State.dot PreCon Letter - State]

*[http://epg.modot.mo.gov/forms/CO/Profilograph%20Report.dot Profilograph Report]

*[http://epg.modot.org/forms/CO/Railroad%20Crossing%20Inspection.dot Railroad Crossing Inspection]

*[http://epg.modot.mo.gov/forms/CO/RE%20Letterhead.dot RE Letterhead]

*[http://epg.modot.org/forms/CO/RoCap%20Test%20Form%20-%20Long%20Bolts.dot RoCap Test Form - Long Bolts]

*[http://epg.modot.org/forms/CO/RoCap%20Test%20Form%20-%20Short%20Bolts.dot RoCap Test Form - Short Bolts]

*[http://epg.modot.mo.gov/forms/CO/Semi-annual%20Labor%20Compliance%20Report.dot Semi-annual Labor Compliance Report]

*[http://epg.modot.mo.gov/forms/CO/Semi-Final%20Inspection%20(C-236).dot Semi-Final Inspection (C-236)]

*[http://epg.modot.org/forms/CO/Wage%20Interview%20(Form%20CR-1).dot Wage Interview (Form CR-1)]

*[http://epg.modot.org/forms/CO/Wage%20Interview%20(Form%20CR-1)%20Spanish.dot Wage Interview (Form CR-1) - Spanish]

*[http://epg.modot.mo.gov/forms/CO/Zero%20Dollar%20C-O%20Signature%20Page.dot Zero Dollar C-O Signature Page]

*[http://epg.modot.mo.gov/forms/CO/Zero%20Dollar%20C-O%20Signature%20Page%20FHWA.dot Zero Dollar C-O Signature Page FHWA]

===Forms for Contractor Use ===
====Construction and Contractor Related====

:*[http://p0003/ContractorRating/updateLogin.do 2008 Contractor Performance Evaluation]

:*[http://www.modot.org/business/materials/Blank%202AA%20Sheet.pdf 2AA Sheet – Blank]

:*[http://www.modot.org/business/materials/example%202AA%20sheet.pdf 2AA Sheet – Example]

:*[http://www.modot.org/business/contractor_resources/documents/AffidavitforCompliancewithPrevailingWageLaw.pdf Affidavit for Compliance with Prevailing Wage Law]

:*[http://www.modot.org/business/materials/Trainee%20Notification.pdf CAT Trainee Notification]

:*[http://www.modot.org/business/materials/Project%20Conflict%20Resolution%20Flowchart.pdf Conflict Resolution Flowchart]

:*[http://epg.modot.mo.gov/forms/CO/Contractor%20Affidavit%20(C-242).dot Contractor's Affidavit Regarding Settlement of Claims (C-242), 2008 version]

:*[http://www.modot.org/business/contractor_resources/documents/Contractor_Questionnaire.pdf Contractor Questionnaire] (to bid contracts less than $2,000,000)

:*[http://www.modot.org/business/materials/contractor%27s%20Monthly%20Trainee%20Report.pdf Contractor's Monthly Trainee Report]

:*[http://www.modot.org/pdf/business/DBE.pdf DBE Program Submittal]

:*[http://www.modot.org/business/materials/Trainee%20Example%20Letter.pdf Example Letter to Trainee to be used by Contractor]

:*[http://www.modot.org/business/contractor_resources/documents/PCQForm.pdf Prequalification Contractor Questionnaire] (to bid a contract of any size)

:*[http://www.modot.org/business/materials/Request%20to%20Subcontract%20Work%20(C-220).pdf Request to Subcontract Work (C-220)]

:*[http://modot.mo.gov/business/contractor_resources/documents/AffirmativeActionCertification.pdf Subcontractor Certification Regarding Affirmative Action]

:*[http://www.modot.mo.gov/business/materials/Value%20Engineering%20Proposal%20(C-104).doc Value Engineering Change Proposal (C-104)]

:*[http://www.modot.org/business/materials/PreCon%20Flow%20Chart%20-%20Federal.pdf Wage Flowchart for Federal Jobs – Precon]

:*[http://www.modot.org/business/materials/PreCon%20Flow%20Chart%20-%20State.pdf Wage Flowchart for State Jobs – Precon]

:*[http://www.modot.org/business/materials/welder%20qualification%20form.pdf Welder Qualification Form]

:*[http://www.modot.org/business/materials/Waste%20Disposal%20Agreement.pdf Waste Disposal Agreement]

====Materials Related====
:*[http://www.modot.org/business/materials/Aggregate%20Quality%20Control%20Plan.pdf Aggregate Quality Control Plan]

:*[http://www.modot.org/business/materials/asphpayfactor.xls Asphalt Inspectors Worksheets: QA Pay Factor v5.01]

:*[http://www.modot.mo.gov/business/materials/AsphPlantInsp.xls Asphalt Inspectors Worksheets: Plant Inspection v4.10]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS017F2.pdf CMP, RCP, Precast Drainage Units and Precast Box Culvert Shipping Report Form]

:*[http://www.modot.mo.gov/business/materials/Concrete%20Mix%20Design%20Submittal%20Form.xls Concrete Mix Design Submittal Form]

:*[http://www.modot.mo.gov/business/materials/Missouri%20CoreLok%20Aggregate%20Workbook.xls CoreLok Aggregate Workbook]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F2.pdf Fabricator’s PAL Receival Form]

:*[http://www.modot.mo.gov/business/materials/New%20Product%20Evaluation%20Form.pdf New Product Evaluation Form]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F4.pdf PAL Program Inclusion Certifications and Guarantee Statement]

:*[http://www.modot.mo.gov/business/materials/Producer-Supplier%20List.pdf Producer/Supplier List]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS017F1.pdf PVC & HDPE Pipe Shipping Report Form]

:*[http://modot.mo.gov/business/contractor_resources/documents/TransferRequestofInspectedMaterial.pdf Request for Transfer of Inspected Materials]

:*[http://www.modot.mo.gov/business/materials/pdf/vol_1/GS013F3.pdf Shipper’s PAL Transmittal Form]

====Posters, Federal Aid====

:*[http://www.modot.org/business/materials/discrimination%20in%20employment.pdf Discrimination in Employment (MCHR-9)]

:*[http://www.modot.org/business/materials/EEO%20Policy%20Example%20Letter.pdf EEO Policy Letter Example Letter]

:*[http://www.modot.org/business/materials/Equal%20Employment%20Opportunity.pdf Equal Employment Opportunity] (also available [http://www.modot.org/business/materials/Equal%20Oppurtunity%20is%20the%20Law%20(Spanish).pdf en español])

:*[http://www.modot.org/business/materials/Important%20Wage%20Rate%20Info%20FHWA-1495.pdf Important Wage Rate Info FHWA-1495] (also available [http://www.modot.org/business/materials/Important%20Wage%20Rate%20Infor%20FHWA1495a%20(Spanish).pdf en español])

:*[http://www.modot.org/business/materials/Job%20Safety%20&%20Health%20OSHA%203165.pdf Job Safety and Health OSHA] (also available [http://www.modot.org/business/materials/Job%20Safety%20&%20Health%20OSHA%20%20Spanish%203167.pdf en español])

:*[http://www.modot.org/business/materials/Job%20Site%20Bulletin%20Board%20Checklist.pdf Jobsite Bulletin Board Checklist]

:*[http://www.modot.org/business/materials/Letter%20Appt%20EEO%20Officer.pdf Letter Appt EEO Officer]

:*[http://www.modot.org/business/materials/Minimum%20Wage%201088%20English.pdf Minimum Wage 1088] (also available [http://www.modot.org/business/materials/Minimum%20Wage%201088%20Spanish.pdf en español])

:*[http://www.modot.org/business/materials/Notice%20FHWA%201022.pdf Notice FHWA 1022]

:*[http://www.modot.org/business/materials/Notice%20Polygraph%20English%20WH%201462.pdf Notice Polygraph WH 1462] (also available [http://www.modot.org/business/materials/Notice%20Polygraph%20Spanish%20WH%201462.pdf en español])

:*[http://www.modot.org/business/materials/Notice%20to%20Employees%20Davis%20Bacon%201321.pdf Notice to Employees Davis Bacon 1321]

:*[http://www.modot.org/business/materials/Notice%20to%20Workers%20Disability%20WH%201284.pdf Notice to Workers with Disability WH 1284]

:*[http://www.modot.org/business/materials/stormwater%20sign.doc Stormwater Permit Sign]

:*[http://www.modot.org/business/materials/Your%20Rights%20FMLA%20WH%201420.pdf Your Rights FMLA WH 1420]

====Posters, State Aid====
:*[http://www.modot.org/business/contractor_resources/documents/DiscrmininationinPublicAccomdationMCHR-07-ai.pdf Discrimination in Public Accommodations MCHR-07]

:*[http://www.modot.org/business/materials/stormwater%20sign.doc Stormwater Permit Sign]

:*[http://www.modot.org/business/contractor_resources/documents/UnemploymentBenefitsLaws.pdf Unemployment Benefits Laws]

:*[http://www.modot.org/business/contractor_resources/documents/WorkersCompensationWC106English.pdf Workers Compensation WC 106] (also available [http://www.modot.org/business/contractor_resources/documents/WorkersCompensationWC106Spanish.pdf en español])

====Utility or Right of Way Related====

:*[http://www.modot.mo.gov/asp/intentToWork.shtml Notice of Intent to Perform Work Process]

:*[http://www.modot.mo.gov/business/contractor_resources/documents/permit_external.pdf Permit for Work on Right of Way]

==Design==
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Microstation D-Sheets'''
|-
|'''Signing'''
|-
|[[media:D-29.pdf|D-29]]
|-
|[[media:D-30.pdf|D-30]]
|-
|[[media:D-32.pdf|D-32]]
|-
|[[media:D-33.pdf|D-33]]
|-
|[[media:D-34.doc|D-34]]
|-
|'''Signals'''
|-
|[[media:D-37a 0909.pdf|Form D-37A]]
|-
|[[media:D-37b.pdf|Form D-37B]]
|-
|[[media:D-37c.pdf|Form D-37C]]
|-
|[[media:D-37d.pdf|Form D-37D]]
|-
|[[media:D-38 0909.pdf|Form D-38]]
|-
|[[media:D-38a 0909a.pdf|Form D-38A]]
|-
|[[media:D-38b 0909.pdf|Form D-38B]]
|-
|[[media:D-38c 0909.pdf|Form D-38C]]
|-
|[[media:D-38d 0909.pdf|Form D-38D]]
|-
|[[media:D-38e 0909.pdf|Form D-38E]]
|-
|'''Typical Sections'''
|-
|[[media:D-49.pdf|Typical Section Bicycle Path (D-49)]]
|-
|[[media:231 Interstate Roadway (D-61).pdf|Interstate Roadway (D-61)]]
|-
|[[media:231 4-Lane (Non-Interstate) Major Rural Roadway (D-61).pdf|4-Lane (Non-Interstate) Major Rural Roadway (D-61)]]
|-
|[[media:231 2-Lane Major Rural Roadway - Super Two (D-60).pdf|2-Lane Major Rural Roadway, a "Super 2" (D-60)]]
|-
|[[media:231 Minor Rural Roadway (D-64).pdf|Minor Rural Roadway (D-64)]]
|-
|[[media:231 Diamond-Directional Ramp (Any ADT) (D-50).pdf|Diamond/Directional Ramp, Any ADT (D-50)]]
|-
|[[media:231 Diamond-Directional Ramp (Low ADT) (D-50).pdf|Diamond/Directional Ramp, Low ADT, Low Trucks (D-50)]]
|-
|[[media:231 Multi-Lane Ramp (D-53).pdf|Muti-Lane Ramp (D-53)]]
|-
|[[media:231 Loop Ramp (D-51).pdf|Loop Ramp (D-51)]]
|-
|[[media:231 Local Roadway (D-67).pdf|Local Roadway (D-67)]]
|-
|[[media:231 Low Volume Local Roadway (D-66).pdf|Local Roadway, Low ADT (D-66)]]
|-
|'''Miscellaneous'''
|-
|[[media:D-71.pdf|Widening and Resurfacing (D71)]]
|}
===Bridge===
*[http://epg.modot.mo.gov/forms/DE-Bridge/404%20Permits.dot 404 Permits]

*[http://epg.modot.mo.gov/forms/DE-Bridge/BridgeSurvey%20Report%20Form%20-%20English.dot Bridge Survey Report Form]

*[http://epg.modot.mo.gov/forms/DE-Bridge/Structural%20Rehabilitation%20Checklist.xlt Structural Rehabilitation Checklist (Excel)]

===Checklist===
*[http://epg.modot.mo.gov/forms/DE-Checklist/Design%20Progress%20Check%20List.dot Design Progress Check List]

*[http://epg.modot.mo.gov/forms/DE-Checklist/District%20Final%20Design%20Checklist%20-%20D12.dot District Final Design Checklist - D12]

*[http://epg.modot.mo.gov/forms/DE-Checklist/Preliminary%20Plans%20Check%20List.dot Preliminary Plans Check List]

*[http://epg.modot.mo.gov/forms/DE-Checklist/Right%20of%20Way%20Check%20List.dot Right of Way Check List]

===Computer===
*[http://epg.modot.mo.gov/forms/DE-Computer/Design%20Computer%20Files%20&%20Drawings%20Log%20Sheet%20-%20D-97.dot Design Computer Files & Drawings Log Sheet - D-97]

*[http://epg.modot.mo.gov/forms/DE-Computer/MicroStation%20Computer%20Drawings%20Log%20Sheet%20-%20D96.dot MicroStation Computer Drawings Log Sheet - D96]

===Contracts===
*[http://epg.modot.mo.gov/forms/DE-Contracts/Award.dot Award]

*[http://www.modot.org/business/standards_and_specs/documents/ComputerDeliverableContractPlans.pdf Computer Deliverable Contract Plans 2005]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot Consultant Services Contract - State Funded (MoDOT Users)]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot De1]

*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot DE11]

*[http://epg.modot.mo.gov/forms/DE-Contracts/Sample%20Scope%20of%20Services%20-%20Location%20and%20Environment.dot Sample Scope of Services - Location and Environment]

*[http://epg.modot.mo.gov/forms/DE-Contracts/Sample%20Scope%20of%20Services%20Design.dot Sample Scope of Services Design]

===Design Forms===
*[http://epg.modot.mo.gov/forms/DE-DEForms/3R%20CONCEPTUAL%20STUDY%20REPORT.dot 3R Conceptual Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/4R%20PAVEMENT%20REHABILITATION%20ANALYSIS%20DATA%20AND%20CONCEPTUAL%20STUDY%20REPORT.dot 4R Pavement Rehabilitation Analysis Data and Conceptual Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Aerial%20Mosiac%20Submittal%20for%20Recon%20Study.dot Aerial Mosiac Submittal for Recon Study]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Commission%20Backup%20Form%20Blank.dot Commission Backup Form Blank]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Commission%20Backup%20Form%20Instructions.dot Commission Backup Form Instructions]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Conceptual%20Study%20Report.dot Conceptual Study Report]

*[http://epg.modot.org/forms/DE-DEForms/Consultant%20Rating%20Form.dot Consultant Rating Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Cultural%20Resource%20Assessment%20Letter.dot Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/D-28%20Sign%20Design%20Order%20Form.dot D-28 Sign Design Order Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/DESIGN%20EXCEPTION%20INFORMATION.dot Design Exception Information]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Equipment%20and%20Materials%20List.dot Equipment and Materials List]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Highway%20Lighting%20Warrants%20D21.dot Highway Lighting Warrants D21]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Inquiry%20Report.dot Inquiry Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Job%20Special%20Provisions%20Stylesheet.dot Job Special Provisions Stylesheet]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Location%20Study%20Report.dot Location Study Report]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Distress%20Log%20Form%20-%20Asphalt%20-%2011x17.dot Pavement Distress Log Form - Asphalt - 11x17]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Distress%20Log%20Form%20-%20Concrete%2011x17.dot Pavement Distress Log Form - Concrete 11x17]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Pavement%20Repair%20Log.dot Pavement Repair Log]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Preliminary%20Plans%20Proposal%20Review.dot Preliminary Plans Proposal Review]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Preliminary%20Signal%20Plan%20Submittal.dot Preliminary Signal Plan Submittal]

*[http://epg.modot.mo.gov/forms/DE-DEForms/PROJECT%20ASSIGNMENTS%20AND%20COMPLETION%20DATES.dot Project Assignments and Completion Dates]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Project%20Data%20for%20BAMS.dot Project Data for BAMS]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Project%20Initialization%20Estimate%20Form.dot Project Initialization Estimate Form]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Submittal%20to%20Professional%20Services%20Committee.dot Submittal to Professional Services Committee]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Suggested%20Revision%20to%20a%20CADD%20Standard.dot Suggested Revision to a CADD Standard]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Test-Cultural%20Resource%20Assessment%20Letter.dot Test-Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Traffic%20Signal%20Warrants,%20Form%20D22.dot Traffic Signal Warrants, Form D22]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Utility%20Print%20Submittal%20Letter.dot Utility Print Submittal Letter]

*[http://epg.modot.mo.gov/forms/DE-DEForms/Utility%20Print%20Submittal%20letter_Revised%20Plans.dot Utility Print Submittal letter_Revised Plans]

*[http://epg.modot.mo.gov/forms/DE-DEForms/WORK%20DAY%20STUDY%20-%20124.dot Work Day Study - 124]

===Engineering Professional Services===
*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/Attachment17ConsultantSelectionAndContractAdministrationSummary.dot Consultant Selection And Contract Administration Summary]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/Attachment18ConsultantSelectionAndContractAdministrationSummary-Bridge.dot Consultant Selection And Contract Administration Summary - Bridge]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/PSC%20Approval%20Letter%20Request%20to%20Execute%20Contract%20DBE.dot PSC Approval Letter Request to Execute Contract DBE]

*[http://epg.modot.mo.gov/forms/DE-Engineering%20Professional%20Services/PSC%20Approval%20Letter%20Request%20to%20Execute%20Supplemental%20Contract%20DBE.dot PSC Approval Letter Request to Execute Supplemental Contract DBE]

*[http://epg.modot.org/forms/DE-Engineering%20Professional%20Services/Approval_to_Solicit_Consultants_Letter.dot PSC Approval to Solicit Letter]

===Environmental and Cultural===
*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot Categorical Exclusion Form]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20For%20Hardships%20Determined.dot Categorical Exclusion Determination for Hardships]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Categorial%20Exclusion%20Form.dot Cultural Resource Assessment Letter]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Cultural%20Resource%20Structure%20Log.dot Cultural Resource Structure Log]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/DNR%20Land%20Survey%20Request.dot DNR Land Survey Request]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Farmland%20Conversion%20IMpact%20Rating%20(Site).dot Farmland Conversion Impact Rating (Corridor)]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Farmland%20Conversion%20Impact%20Rating%20(Corridor).dot Farmland Conversion Impact Rating (Site)]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Fig%202-06-9,%20Farmland%20Conversion%20Impact%20Rating.dot Fig 2-06-9, Farmland Conversion Impact Rating]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Initial%20Site%20Assessment%20Form.dot Initial Site Assessment Form]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/Request%20for%20Environmental%20Studies.dot Request for Environmental Studies]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/RES%20Instruction%20sheet.doc RES Instruction sheet]

*[http://epg.modot.mo.gov/forms/DE-Env&Cultural/STRUCT.dot STRUCT]

===Hearings===
*[http://wwwi/intranet/cc/contracts.asp?f=DE&nav=modot Generic Meeting Sign-Up Sheet]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Notice%20of%20Formal%20Public%20Hearing.dot Notice of Formal Public Hearing]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Open-House%20Public%20Hearing.dot Open-House Public Hearing]

*[http://epg.modot.mo.gov/forms/DE-Hearings/Public%20Hearing%20Statement%20Form.dot Public Hearing Statement Form]

===Materials===
*[http://epg.modot.mo.gov/forms/DE-Materials/Hazardous%20Waste%20Removal%20Bid%20Information.dot Hazardous Waste Removal Bid Information]

*[http://epg.modot.mo.gov/forms/DE-Materials/Itemized%20Proposal%20-%20Demolition,%20Asbestos,%20UST%20Removal.dot Itemized Proposal - Demolition, Asbestos, UST Removal]

*[http://epg.modot.mo.gov/forms/DE-Materials/Materials%20Suppliers,%20Source%20and%20Location.dot Materials Suppliers, Source and Location]

*[http://epg.modot.mo.gov/forms/DE-Materials/Request%20for%20Asphalt%20Cement%20%25%20Grade.dot Request for Asphalt Cement % Grade]

*[http://epg.modot.mo.gov/forms/DE-Materials/Soil%20Info%20Request.dot Soil Info Request]

*[http://epg.modot.mo.gov/forms/DE-Materials/Soil%20Survey%20Request.dot Soil Survey Request]

===Photo===
*[http://epg.modot.mo.gov/forms/DE-Photo/Aerial%20Photography%20Requisition.dot Aerial Photography Requisition]

*[http://epg.modot.mo.gov/forms/DE-Photo/Microfilm-Print%20Billing%20Form.dot Microfilm-Print Billing Form]

*[http://epg.modot.mo.gov/forms/DE-Photo/Prints%20of%20Previous%20Photography%20Requistion.dot Prints of Previous Photography Requistion]

*[http://epg.modot.mo.gov/forms/DE-Photo/Request%20for%20Color%20Copies.dot Request for addition to flight program]

*[http://epg.modot.mo.gov/forms/DE-Photo/Request%20for%20addition%20to%20flight%20program.dot Request for Color Copies]

===Planning===
*[http://epg.modot.mo.gov/forms/DE-Planning/ARAN%20Report%20Request.dot ARAN Report Request]

*[http://epg.modot.mo.gov/forms/DE-Planning/Conceptual%20Study%20Traffic%20Count%20Request.dot Conceptual Study Traffic Count Request]

*[http://epg.modot.mo.gov/forms/DE-Planning/Fis%20Formc.dot Fis Formc]

*[http://epg.modot.mo.gov/forms/DE-Planning/Turning%20Movement%20Traffic%20Count%20Request.dot Turning Movement Traffic Count Request]

===Right of Way===
*[http://epg.modot.org/forms/DE-ROW/Certification%20of%20Right%20of%20Way%20Plans%20for%20Condemnation%20Letter.dot Certification of Right of Way Plans for Condemnation Letter]

*[http://epg.modot.mo.gov/forms/DE-ROW/Forthcoming%20RW%20Plan%20changes.dot Forthcoming RW Plan Changes]

*[http://epg.modot.mo.gov/forms/DE-ROW/Preliminary%20Right%20of%20Way%20Estimate.dot Preliminary Right of Way Estimate]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Approval%20(Amended_Plans)%20Condemnation%20Required.dot Right of Way Approval (Amended Plans) Condemnation Required]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Plans%20Reviewed.dot Right of Way Plans Reviewed]

*[http://epg.modot.mo.gov/forms/DE-ROW/Right%20of%20Way%20Plans%20to%20Dist%20RW%20Agent.dot Right of Way Plans to Dist RW Agent]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Change%20Information%20for%20Microfilming.dot RW Change Information for Microfilming]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20-%20Commission%20Certification%20(Amended).dot RW Plans - Commission Certification (Amended)]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20-%20Commission%20Certification.dot RW Plans - Commission Certification]

*[http://epg.modot.mo.gov/forms/DE-ROW/RW%20Plans%20Approval%20-%20Letter%20of%20Certification.dot RW Plans Approval - Letter of Certification]

===Scoping===
*[http://epg.modot.mo.gov/forms/DE-Scoping/Bridge%20Checklist.dot Bridge Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Construction%20and%20Materials%20Checklist.dot Construction and Materials Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Design%20Checklist.dot Design Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Draft%20Project%20Scoping%20Memorandum.dot Draft Project Scoping Memorandum]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Environmental%20Checklist.dot Environmental Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/FHWA%20Checklist.dot FHWA Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Maintenance%20Checklist.dot Maintenance Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Major%20Project%20Scope%20or%20Estimate%20Change.dot Major Project Scope or Estimate Change]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Non-Major%20Project%20Scope%20or%20Estimate%20Change.dot Non-Major Project Scope or Estimate Change]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Planning%20Checklist.dot Planning Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Development%20Liaison%20Checklist.dot Project Development Liaison Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Estimate%20Quality%20Assurance%20Report.dot Project Estimate Quality Assurance Report]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Scoping%20Checklist.dot Project Scoping Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Project%20Scoping%20Memorandum.dot Project Scoping Memorandum]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Public%20Information%20and%20Outreach%20Checklist.dot Public Information and Outreach Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Railroad%20Checklist.dot Railroad Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Right%20of%20Way%20Checklist.dot Right of Way Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Traffic%20Checklist.dot Traffic Checklist]

*[http://epg.modot.mo.gov/forms/DE-Scoping/Utilities%20Checklist.dot Utilities Checklist]

===Survey===
*[http://epg.modot.mo.gov/forms/DE-Survey/Center%20Line%20Staking%20-%20Letter%20to%20Property%20Owner.dot Center Line Staking - Letter to Property Owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Center%20Line%20Staking.dot Center Line Staking]

*[http://epg.modot.mo.gov/forms/DE-Survey/Permanent%20RW%20Marker%20Setting%20-%20letter%20to%20property%20owner.dot Permanent RW Marker Setting - letter to property owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Permanent%20RW%20Marker%20Settings.dot Permanent RW Marker Settings]

*[[media:238.2.18.2 Plat Review Checklist.pdf|Form 238.2.18.2 Plat Review Checklist]]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying%20-%20letter%20to%20property%20owner%201.dot Preliminary Surveying - letter to property owner 1]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying%20-%20letter%20to%20property%20owner.dot Preliminary Surveying - letter to property owner]

*[http://epg.modot.mo.gov/forms/DE-Survey/Preliminary%20Surveying.dot Preliminary Surveying]

*[http://epg.modot.mo.gov/forms/DE-Survey/238.2.17 Professional Land Surveyor.dot Professional Land Surveyor Description Review Form]

*[http://epg.modot.mo.gov/forms/DE-Survey/RW%20Marker%20Setting.dot RW Marker Setting]

*[http://epg.modot.mo.gov/forms/DE-Survey/Survey%20Request%20Form.dot Survey Request Form]

==Maintenance==
*[[media:101 Maintenance - Deer Death Report Form and Map.xls|Deer Death Report Form and Map (Excel)]]

===Chip Seal Forms===
*[http://wwwi/maintenance/Forms/App%20Adjust%20Form.pdf Application Adjustment Factor Form]
*[http://wwwi/maintenance/Forms/Traffic%20Eval%20Factor.pdf Traffic Evaluation Factor (TEF) for Asphalt Application Adjustment]

===Bridge Maintenance===
*[[media:101 Maintenance - blankinspreport.pdf|Blank Inspection Report]]
*[[media:101 Maintenance - maintmatlusage.xls|Maintenance Material Usage (Excel)]]
*[[media:101 Maintenance - paintdatareportformblank.xls|Paint Data Report (Excel)]]
*[[media:101 Maintenance - Maintenance Recommendation Report.pdf|Maintenance Recommendation Report]]
*[[media:101 Maintenance - bridgemaintenancerepairreport.xls|Bridge Maintenance Repair Report (Excel)]]
*[[media:101 Maintenance - Photo Log.xls|Photo Log Sheet (Excel)]]
*[[media:101 Maintenance - Follow-up Action Required-Written form.doc|FAR (Follow-Up Action Required)]]
*[[media:101 Maintenance - CIF - Written form.dot|CIF (Critical Inspection Finding)]]

===Snow & Ice Control===
*[[media:101 Maintenance - Snow and Ice Control Equipment Inventory.xls|Snow and Ice Control Equipment Inventory (Excel)]]
*[[media:101 Maintenance - Chemical Requirements.xls|Chemical Requirements (Excel)]]
*[[media:101 Maintenance - Salt Storage.xls|Salt Storage (Excel)]]

===Rest Areas===
*[[media:101 Maintenance - Rest Area Truck Parking.xls|Rest Area Truck Parking (Excel)]]
*[[media:101 Maintenance - REST AREA inspection_2005.doc|Rest Area Inspection]]

===Commuter Lots===
*[[media:101 Maintenance - Commuter Lot Inspection Form.xls|Commuter Lot Inspection (Excel)]]
*[[media:101 Maintenance - Commuter Lot Survey.pdf|Commuter Lot Survey]]

===Disasters===
*[[media:101 Maintenance - DDIR.xls|Detailed Damage Inspection Report (Excel)]]
*[[media:101 Maintenance - Non Federal Aid Route DDIR.xls|FEMA Detailed Damage Inspection Report (Excel)]]

===Performance Indicators===

===Pavement Management===

==Motor Carrier Services==
*[http://epg.modot.mo.gov/forms/MCS/Accounting%20Payment%20Error%20Notice.dot Accounting Payment Error Notice]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Altered%20Temporary.dot IRP Altered Temporary]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Outstanding%20Temporaries.dot IRP Outstanding Temporaries]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Surrendering%20Plates.dot IRP Surrendering Plates]

*[http://epg.modot.mo.gov/forms/MCS/IRP%20Suspension.dot IRP Suspension]

*[http://epg.modot.mo.gov/forms/MCS/IRP-IFTA%20Reject%20Letters.dot IRP-IFTA Reject Letters]

*[http://epg.modot.mo.gov/forms/MCS/MCS%20MoDOT%20Letterhead.dot MCS MoDOT Letterhead]

==Planning==
*[http://epg.modot.mo.gov/forms/MCS/MCS%20MoDOT%20Letterhead.dot MTFC Letterhead]

==Resource Management==
*[[media:235 Agreements Checklist.doc|Agreements Checklist]]

==Right of Way==
*[http://epg.modot.mo.gov/forms/RW/RW%20Mortgage%20Analyzer.xlt RW Mortgage Analyzer (Excel)]
===General Information===
===Right of Way Organization and Personnel===
===Administration===

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Acquisition%20Complete%20Cost%20Estimate%20Worksheet_Form%203-3_3B.dot Acquisition Complete Cost Estimate Worksheet_(Form 3-3_3B)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Categorical%20Exclusion%20Review_Form%203-1_2.dot Categorical Exclusion Review_(Form 3-1_2)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Request%20for%20Acquisition%20Authority_Form%203-6_10A.dot Request for Acquisition Authority_(Form 3-6_10A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_1A%20.dot Request for Federal Funding_Limited Acquisition Authority_(Form 3-4_1A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_1B.dot Request for Limited Acquisition Authority_(Form 3-4_1B)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Form%203-4_2A.dot Request for Federal Funding_(Form 3-4_2A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Right%20of%20Way%20Cost%20Estimate%20Worksheet_Form%203-3_3A.dot Right of Way Cost Estimate Worksheet_(Form 3-3_3A)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Right%20of%20Way%20Cost%20Estimate_Form%203-3_3C.dot Right of Way Cost Estimate_(Form 3-3_3C)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%203_Administration/Supplemental%20Page_Form%203-3_3A.dot Supplemental Page_(Form 3-3_3A)]

===Description Writing and Titles===

*[http://epg.modot.mo.gov/forms/RW/Chapter%204_Description%20Writing%20&%20Titles/Affidavit%20of%20Scriveners%20Error%20Form%204_6_4a.dot Affidavit of Scrivener's Error (Form 4-6.4a)]

===Property Management===

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Form%20236.5.19a.dot Request for Excess Parcel Survey (Form 236.5.19a)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Legal%20Opinion%20Memo.dot Realty Asset Sale Legal Opinion Memo]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Property%20Inventory%20Record.dot Property Inventory Record]

*[http://epg.modot.mo.gov/forms/RW/Chapter%205_Property%20Management/Property%20Inventory%20Record%20Instructions.dot Property Inventory Record Instructions]

===Appraisal and Appraisal Review===
===Negotiation===
===Relocation Assistance Program===
===Asbestos Abatement-Removal of Building Improvement===
===Right Of Way Condemnation===
===Mediation===
===Quality Assurance Reviews===
===Designing Right of Way Plans===
===Change in Route Status Report===
===Requests from Cities for Annexations===
===Outdoor Advertising===

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ADMREVREQUEST.dot Administrative Review Request]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ADV%20PROFILE%20REPORT1.DOT ADV Profile Report]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/vegpmtapp.dot Application for Outdoor Advertising Vegetation Permit]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ILLEGAL%20COURTESY%20LTR2.DOT Courtesy Letter ("cannot be permitted")]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ILLEGAL%20COURTESY%20LTR1.DOT Courtesy Letter ("possibly permitted")]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/CUTOUT%20EXTENSION.dot Cutout or Extension]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTEOFWITHDRAW.dot Notice of Withdrawal (OAN-15)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/noticepropowner.dot Notice to Property Owner]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOREMOVE3.dot Notice to Remove (NTR)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTICESIGNOWNR.dot Notice to Sign Owner]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOTERMNATE.dot Notice to Terminate (NTT)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/NOTETOVOID.dot Notice to Void (Release of Permit)]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/ODAPERMIT.dot Outdoor Advertising Permit]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/permitapp.dot Outdoor Advertising Permit Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/BIENNIALPERMITCOVER.dot Outdoor Advertising Permit Cover Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/permittrnsfr.dot Permit Transfer Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/Unzoned%20Qualifying%20Business%20Checklist.dot Qualifying Business Checklist]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/RELEASELETTER.dot Release Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/REJECTAPPCOVER.dot Rejection Letter for Outdoor Advertising Permit Application]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/scanning%20procedure.doc Scanning Procedures]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/Vegetation_Cost_Letter.dot Vegetation Cost Letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/REJECTVEG.dot Vegetation Rejection letter]

*[http://epg.modot.mo.gov/forms/RW/Chapter%2016_Outdoor%20Advertising/VoidCover.dot Void Cover Letter]

===Junkyards===
===Local Public Agency Land Acquisition===

903.17 Overhead Sign Mounting

2009-11-18T18:07:51Z

EPG-Admin: Corrected mispelling.

[[image:903.3 Overhead Guide Sign Mounting.jpg|right|350px]]

'''Guidance.''' '''(MUTCD Section 2A.17''') Overhead guide signs are warranted at many important locations and should be used on freeways and expressways, at locations where some degree of lane-use control is desirable and where space is not available at the roadside. It is recommended that justification be provided when mounting signs overhead.

'''Support.''' The factors to be considered for the installation of overhead sign displays are not definable in specific numerical terms. Refer to [[903.14 Sign Supports|Sign Supports]] for further information.

'''Option.''' Warrants are not specific, but the following conditions, listed in no particular priority, should be considered:

* Traffic volume at or near capacity

* Complex interchange design

* Three or more lanes in each direction

* Restricted sight distance

* Reduction of basic lanes

* EXIT ONLY lane drops

* Left exit ramps

* Closely spaced interchanges

* Multilane exits

* Large percentage of trucks

* Background of street lighting and advertising signs

* High-speed traffic

* Insufficient space for ground mounted signs

* Consistency of sign message location through a series of interchanges

* Junction of two freeways

If a mix of situations exists on a route, where some locations require overheads and others do not, then all guide signs on the project are mounted overhead. Mixing ground-mounted guide signs with overhead guide signs is discouraged. Supplemental guide signs for traffic generators are not mounted overhead for any highway system and are not considered when determining whether to mount all guide signs overhead.

Over-crossing structures may serve for the support of overhead signs and, under some circumstances, may be the only practical solution that will provide adequate viewing distance. Use of such structures as sign supports may eliminate the need for the foundations and sign supports along the roadside.

==903.3.1 Locating Support Structures==
Foundations of any type are not placed in pavement gores or other exposed locations. Every attempt is made to avoid special structure designs. Whenever possible, sign support structures are not mounted on bridges or walls, and are placed in areas which may already require guardrail or traffic barrier due to other obstacles.

Box span trusses (refer to [http://www.modot.mo.gov/business/standards_and_specs/documents/90310.pdf Standard Plans 903.10] or [http://www.modot.mo.gov/business/standards_and_specs/documents/90360.pdf 903.60]) may also support a cantilever support beyond one or both columns. This may help eliminate the need for a structure for the opposing traffic direction. Guide signs may be placed over the left hand lanes to utilize a span-cantilever design.

Structure locations should be checked against existing and proposed underground drainage and utilities for potential conflicts. Structures in paved medians with concrete traffic barrier shall be located at a minimum of 150 ft. from median inlets to allow for barrier transitions and field adjustments of the underground storm culvert, if necessary.

To minimize glare and sign obstructions, structures are located so signs do not face roadway lighting units and traffic signals. When limited geometrics require numerous traffic control devices within a given area, a 300 ft. minimum is maintained between the sign face and the stop bar location. This includes structures located before or after the stop bar. For lighting units, a minimum recommended distance between the front of a sign and the luminaire is 75 ft. Signals, lighting and sign structures should be coordinated to achieve the best layout and remain within the standards indicated in [[:Category:901 Lighting|901 Lighting]] and [[:Category:902 Signals|902 Signals]].

Roadway geometrics may cause sign glare at night from vehicle headlights on parallel outer roads, service roads or the mainline. Headlights from a mainline vertical crest curve located before overhead signs may create sign glare, and, if possible, structures should be located to reduce or eliminate this glare.

Roadway curvature is considered when placing overhead guide signs with down arrows (Type C). Down arrows on the outside of a curve may give the illusion of pointing to a lane other than intended. Down arrows on the inside of a curve may appear to point down at the shoulder or side slope. Consideration should be given to move overhead guide signs out of curves, or provide additional advance overhead signs on tangent sections of roadway.

==903.3.2 Horizontal Clearances==
The preferred location of the exposed foundation is outside the clear zone. Normally, this may only be accomplished with span structures. When this clearance is not economically feasible, the minimum horizontal clearance to the nearest part of the exposed foundation is designed with an appropriate barrier according to the standard plans and the ''AASHTO Roadside Design Guide''. The minimum lateral offset from the edge of the shoulder (or if no shoulder exists, from the edge of the pavement) to the near edge of overhead sign supports (cantilever or sign bridges) shall be 6 ft. Cantilever structures with appropriate guardrail design are used to mount single guide signs at the exit gore location.

==903.3.3 Vertical Clearances (MUTCD Section 2A.18)==

'''Support.''' The provisions of this article apply unless specifically stated otherwise for a particular sign elsewhere in this article.

A minimum vertical clearance of 17 ft. 6 in. is maintained between the highest point of pavement or shoulder (including mountable curbs located within the shoulder limits) and the lowest point of the sign or truss. This applies to all types of overhead structures. Bridge-mounted signs are no lower than the bridge, or 17 ft. 6 in., whichever clearance is lower.

Signs may be raised above the standard vertical clearance to improve visibility and avoid other obstructions such as signal equipment.

'''Standard.''' Vertical clearances for single wide flange and all post designs are set from the driving edge of the travelway to the bottom of the lowest sign. Vertical clearances for multiple wide flange posts are set from the driving edge of the travelway to the bottom of the lowest sign, or the length of the shortest post, whichever requirement provides the higher clearance. Vertical clearances for different designs are shown in the standard plans.

Supports for sheet signs, such as regulatory, warning and route shield markers are designed to provide a nominal vertical clearance of 7 ft. with a minimum post length of 6 ft. This will allow for field adjustments to maintain a required clearance of 6 ft.

All two- and three-post guide signs (any LOGO sign or sign with white legend on green, blue or brown sheeting) have a minimum 7 ft. 6 in. clearance from the driving edge of travelway. Also, the shortest post is a minimum of 7 ft. 9 in. from the ground line to the bottom of the lowest sign. This will provide sufficient post length to allow hinge plate installation, provide a 7 ft. clearance for errant vehicle impacts, and a 6 in. field adjustment. Secondary signs placed directly under a guide sign have a minimum design vertical clearance of 5 ft. 6 in. from the nearest edge of travelway, the shortest post is 7 ft. 9 in. from the ground line to the bottom of the lowest sign, and the main guide sign is a minimum of 8 ft. 6 in. from the nearest driving edge of travelway. Meeting one of these three requirements will exceed the other two minimum clearances.

Due to wide flange post limitations, large vertical clearances of 25 ft. or more are avoided by either moving the sign or considering a truss-mounted sign.

All two- and three-wide flange post signs contain hinge plates as shown in the standard plans. On the shortest post a vertical clearance of 7 ft. 9 in. is maintained from ground line to the bottom of the lowest sign. This will allow sufficient post for a hinge point cut line 3 in. from the bottom of the lowest sign. Maintaining this clearance on the shortest post is critical for exit gore and other signs, which are located between roadways and have high exposure to traffic.

'''Option.''' The height to the bottom of a secondary sign mounted below another sign may be 1 ft. less than the height specified above.

Where signs are placed 30 ft. or more from the edge of the travelway, the height to the bottom of such signs may be 5 ft. above the level of the pavement edge with a 5 ft. minimum post length.

A route sign assembly consisting of a route sign and auxiliary signs may be treated as a single sign for the purposes of this article.

All posts except structural posts should have a minimum clearance of 5 ft. above the driving surface with a minimum post length of 5 ft. above the ground. The mounting height may be adjusted when supports are located near the edge of the right of way on a steep backslope.

'''Support.''' Without this flexibility regarding steep backslopes, a decision to relocate the sign closer to the road could be made, which might be less desirable.

'''Standard.''' Overhead mounted signs shall provide a vertical clearance of not less than 17 ft. 6 in. to the sign, light fixture, or sign bridge, over the entire width of the pavement and shoulders except where a lesser vertical clearance is used for the design of other structures.

'''Option.''' If the vertical clearance of other structures is less than 16 ft., the vertical clearance to overhead sign structures or supports may be as low as 1 ft. higher than the vertical clearance of the other structures.

In special cases it may be necessary to reduce the clearance to overhead signs because of substandard dimensions in tunnels and other major structures such as double-deck bridges.

'''Support.''' [[903.1 Extent of Signing#903.1.23 Location Standardization (MUTCD Section 2A.16)|Figure 903.1.23.1]] illustrates some examples of the mounting height requirements contained in this portion of the article.

==903.3.4 Guardrail==

Type A guardrail designed according to the standard plans and the AASHTO Roadside Design Guide is used to shield traffic from structure foundations. Type E guardrail is used only when necessary for areas with limited horizontal clearance, and installed within the guidelines as shown in the standard plans. Structures are designed to eliminate the need for Type E guardrail.

Consideration may be given to placing guardrail at the edge of the clear zone to protect traffic from pedestals placed outside the clear zone.

==903.3.5 Span, Cantilever and Butterfly Box Trusses==

Aluminum and steel span, combination span-cantilever, butterfly and cantilever box trusses are shown on [http://www.modot.mo.gov/business/standards_and_specs/documents/90310.pdf Standard Plans 903.10], [http://www.modot.mo.gov/business/standards_and_specs/documents/90312.pdf 903.12] and [http://www.modot.mo.gov/business/standards_and_specs/documents/90360.pdf 903.60]. These types are used when the required span exceeds the 90 ft. maximum span of standard tubular supports, or when sign height, sign design area, or sign spread exceeds the limits of tubular support designs. Necessary information to complete truss data sheets for overhead trusses include:

* [[media:903.3.5.1 Design Details Overhead Sign Trusses - Structural Steel.pdf|Design details for structural steel overhead sign trusses]]

* [[media:903.3.5.2Design Details Overhead Sign Trusses - Aluminum.pdf|Design details for aluminum overhead sign trusses]]

* [[media:903.3.5.3-1 Column Design Table for Pay Item 903.12.pdf|Column design table for Pay Item 903.12 butterfly sign trusses]], and

* [[media:903.3.5.3-2 Column Design Table for Pay Item 903.12.pdf|Column design table for Pay Item 903.12 cantilever sign trusses]].

Design data for both aluminum and steel span box trusses are shown on [[media:D-32.pdf|Forms D-32]] and [[media:D-33.pdf|D-33]]. The contractor has the option to use steel or aluminum for span designs. Steel box trusses are used without option for all types of bridge-mounted trusses, and for all butterfly and cantilever trusses.

The standard foundation design in [http://modot.mo.gov/business/standards_and_specs/documents/90312.pdf Standard Plan 903.12] is a drilled shaft. A spread footing foundation design may also be used. Savings may be realized by basing the foundation design on actual sign area rather than maximum and also using site specific geotechnical information. Upon request, Bridge will determine the most cost effective design. Note that ample time must be allowed for this determination. See [[748.7 Bridge Reports and Layouts#748.6.5.3.3 Guidelines for the Design of Miscellaneous Foundations|Guidelines for the Design of Miscellaneous Foundations]] in Bridge Reports and Layouts for the proper procedure.

Truss designs for spans exceeding 160 ft., bridge, wall and any special mounting conditions are requested from Bridge. See other areas in this section for truss design procedures involving the Bridge Division.
[[image:903.3.5 Footing.jpg|left|thumb|<center>'''Footing'''</center>|175px]]
Column height, "H", for box trusses is shown to the nearest inch (0.05 m) on the truss cross-section sheet. Exposed foundation heights are designed as shown in the standard plans. This height may be adjusted up 6 in. or down 3 in. during construction to meet field conditions. This will avoid any change in design height "H" of the prefabricated steel columns. An assumed elevation of 100 ft. at the highest point of the roadway is used to create the truss cross-section, and the scale is 1 in. = 5 ft. (1:50). An assumed elevation will allow the movement of a truss over an area with the same template without adjusting all the elevations. Elevations to be shown (referenced to the assumed elevation) on the cross-section include: top of foundation, top of footing (as applicable), bottom of base plate, the centerline elevations of truss and signs, the top of the top chord and the bottom of the bottom chord. The elevation difference between the bottom of base plate and top of pedestal for placement of expansive grout is approximately equal to the anchor bolt diameter + 0.5 in. Refer to the standard plans for anchor bolt diameters. The truss cross-section contains, at a minimum, the following information: truss number, station, roadway, column types, sign design area, overall truss length, foundation information, sign locations, guardrail, and any signs to be strapped to the truss column. Columns are numbered from left to right. Different column types are allowed for each column. Truss sections are drawn as the driver views the main sign(s). If applicable, signs are indicated as near and far side, the far side sign being shown with dashed lines. Lighting is not provided for any overhead sign. Provisions are made for hand holes and foundation conduit, as shown in the standard plans, in case lighting is needed in the future.

[[media:903.3.5.4 Example Cross Sections.pdf|Examples of cross-sections for cantilever, butterfly]]and [[media:903.3.5.5 Example Cross Sections.pdf|span box trusses]] are available. Combination span-cantilever truss cross-sections require similar information.

==903.3.6 Tubular Steel Sign Supports==
Tubular steel span, cantilever and butterfly sign supports are shown on Standard Plans 903.05, 903.06, 903.07 and 903.08. Details necessary to complete Form D-34 (see Figure 903.18.1.5.3, 8-03.8) are shown on the standard plans. These structures have limiting design factors including sign height, total sign area, and sign spread, as noted on each drawing. When any one of these limits is exceeded, box type trusses are used.

Required information on cross-sections is similar to box truss cross-sections. For two arm spans between 40 and 75 ft., post lengths are in 3 in. increments. Post lengths for other designs are in 1 ft. increments. The foundation height above the ultimate ground line is designed as shown in the standard plans. During construction the foundation height may be adjusted up 6 in. or down 3 in. to match actual field conditions. This will avoid changes in the prefabricated post lengths and accommodate actual field conditions. The [[media:903.3.5.6 Concrete for Tubular Steel Support Footings.pdf|quantities of concrete for tubular steel support footings]] have been tabulated and are also shown in the standard plans.

An [[media:903.3.5.7 Example Cross Sections.pdf|example of a one-arm span tubular structure cross-section]] is available. Other types of tubular steel structure designs require similar information as shown on this figure.

==903.3.7 Bridge- and Wall-Mounted Signs==

Bridges are utilized wherever possible to mount guide signs and, possibly, sign trusses. This concept removes a potential roadside obstacle and any need for guardrail or concrete traffic barrier, and is generally more economical. The district requests Bridge to prepare details for bridge-mount sign support brackets after preliminary sign location approval. Bridge prepares plans that are included in the appropriate bridge details. Bridge is responsible for [http://www.modot.mo.gov/business/contractor_resources/biditemslisting.htm bid items] and design of bridge and wall-mounted sign support brackets on new bridges. When retrofitting an existing bridge with a new bracket, Bridge designs the bracket and submits the plan to the district for inclusion into the roadway plans.

The sign and sign brackets are designed to provide a clear distance of 2 ft. from the outside edge of the bridge to the edge of the sign. The sign has a maximum skew angle of 5 degrees to the roadway for which it is provided. The sign bracket is designed so the sign is visible to traffic at least 600 ft. ahead of the installation.

==903.3.8 Bridge- and Wall-Mounted Structure Designs==
The Bridge Division designs all bridge- and wall-mounted structure pedestals.

For wall- and bridge-mounts, the district prepares and submits a sign support structure cross-section to Bridge for their concurrence of location, column type and height. The sign dimensions and location over the roadway are included with the request. The district coordinates design details with Bridge so pedestal details are included in the bridge or wall plans. Bridge is responsible for design of pedestals for bridge- and wall-mounted structures and related pay items. The district is responsible for the design of the structure above the pedestal and related bid items.

When retrofitting an existing bridge or wall with a new sign support structure, the preferred location and existing bridge or wall number is submitted to Bridge, along with the same data as required for a new bridge-mounted sign support structure. The incorporation of bid items is similar to new bridge-mounted sign support structures.

==903.3.9 Non-Standard Sign Support Structures==

Special design details are required on spans greater than 160 ft. and other situations not covered by the Standard Plans. A truss cross-section is submitted to Bridge as required for any new truss. The district receives recommendations from Bridge for special foundation, truss, and column information. Design of non-standard structures should be in accordance with the ''2001 AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals'' and latest interims. Unless otherwise noted, the district is responsible for including the information in the final plans.

==903.3.10 Sign Supports on Fill==
The pole’s design height for overhead sign supports placed on elevated roadway fill is to include the height of the fill. Consult Bridge if the pole’s design height exceeds the values shown in the standard plans.

[[Category:903 Highway Signing|903.03]]

File:644.3 MSHP memo.pdf

2009-11-17T20:43:25Z

EPG-Admin: uploaded a new version of "Image:644.3 MSHP memo.pdf"

231.2 Clear Zones

2009-11-12T21:00:54Z

EPG-Admin: Clarified options when bridge or culvert headwall is in clear zone.

[[image:231.2 Clear Zone.jpg|left|400px]]

===231.2.1 Introduction===

The [[media:231.2 Examples of a Parallel Foreslope Design.pdf|clear zone]] is a roadside border area that is available for the safe use by errant vehicles as determined in accordance with Chapter 3 of the ''AASHTO Roadside Design Guide'' (RDG). It is measured from the edge of the travelway pavement.

In general, there are four methods of providing a clear zone. They are the preferred methods to attain roadside safety. In order of preference, they are:

:1) Remove the obstacle.
:2) Redesign the obstacle so it can be safely traversed.
:3) Relocate the obstacle to where it is less likely to be struck.
:4) Reduce impact severity by using an appropriate breakaway device.
{|style="padding: 0.3em; margin-left:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="160px" align="right"
|-
|'''Figures'''
|-
|[[:Category:231 Typical Section Elements for Roadways|Roadway Typical Sections]]
|-
|[[media:231.2 Clear Zone Distance Curves.pdf|RDG Figure 3.1 "Clear-Zone Distance curves"]]
|-
|[[media:231.2 Horizontal Curve Adjustments.pdf|RDG Table 3.2 "Horizontal Curve Adjustments"]]
|-
|[[media:231.2 Examples of a Parallel Foreslope Design.pdf|RDG Figure 3.2 "Example of a Parallel Foreslope Design"]]
|-
|[[media:231.2 Preferred Cross Sections for Channels with abrupt slope changes.pdf|RDG Figure 3.6 "Preferred Cross Sections for Channels with Abrupt Slope Changes"]]
|}
Clear zone widths are most affected by the traffic’s speed and volume and the slope of the area adjacent to the travelway. Appropriate clear zones are selected for projects using [[media:231.2 Clear Zone Distance Curves.pdf|Figure 3.1]] from the RDG after consulting the [[:Category:126 Location Study and Alternatives Analysis|location study report]].

Clear zones are provided where the anticipated posted speed of the roadway is 45 mph or more. When the anticipated posted speed is less than 45 mph, clear zones are still beneficial but they are to be considered only if economically feasible. Non-traversable slopes or fixed objects are to be removed, relocated or shielded by a barrier if they are within the indicated minimum clear zone width and it is cost effective to do so. Higher speeds result in vehicles traveling farther off the travelway before control is recovered. Horizontal curvature increases the likelihood of a vehicle leaving the travelway and increases the distance it travels. The designer may choose to modify the clear zone distance obtained from RDG Figure 3.1 by using [[media:231.2 Horizontal Curve Adjustments.pdf|Table 3.2]] (adjusting the values for horizontal curvature as necessary). These modifications are normally only considered where accident histories indicate a need, or a specific site investigation shows a definite accident potential which could be significantly lessened by increasing the clear zone width and such increases are cost-effective. Steeper slopes adjacent to the travelway increases the distance the vehicle travels beyond the travelway. In the implementation of the clear zone concept it is important for clear zone distances to not be used as boundaries for introducing roadside hazards such as bridge piers or trees. These are to be as far from the travelway as practical.
[[image:231.2.1 Cut Section.jpg|right|175px|thumb|<center>'''Cut Section'''</center>]]
The clear zone width is to be applied with good judgment. If an obstacle lies just beyond the clear zone, it is to be removed or shielded if costs are reasonable. Conversely, the clear zone is not to be obtained at all costs. Limited right of way or high construction costs may lead to the installation of a barrier or possibly no protection at all. As may be noted, roadside slopes apply an important part in the clear zone width determination. Fill slopes of 1V:6H/1V:3H are preferred in areas of high fill, that is, a 1V:6H slope extending from the shoulder line out for a distance necessary to obtain the clear zone then break the slope to 1V:3H or flatter. If feasible, the flattening of slopes is preferable to installation of guardrail. In cut sections, the roadside ditch is likely to be located within the clear zone. Therefore, the configuration of the ditch and the type of [[:Category:806 Pollution, Erosion and Sediment Control|erosion control treatment]] used in the ditch must be viewed with respect to clear zone requirements. Namely, side slopes of the ditch and the method of erosion control used in the ditch must be traversable by vehicles that leave the roadway. [[media:231.2 Preferred Cross Sections for Channels with abrupt slope changes.pdf|Figure 3.6]] in the RDG is to be checked for preferred ditch cross-sections. Ditch sections must be within the shaded portions of the guides for use with clear zones. Background for this procedure is contained in Appendix A of the RDG. Any deviation from the preferred slope will be considered a special condition and is to be justified by costs or other considerations.

===231.2.2 Clear Zone Perception Issues===

In most cases, the use of the clear zone concept is preferable to the use of a shielding barrier. There is, however, a notable exception.

Occasionally the public will poorly perceive the clear zone concept. In areas of very high fills, particularly those on the outside of a horizontal curve, the clear zone alone may give the impression of an unsafe situation. Even though the design may be completely safe within the guidance of the RDG the public will inevitably request the area be shielded, most often with guardrail.

In these cases, the best practice is to initially specify shielding. By doing so, MoDOT can avoid the needless expense of eventually using both treatments in the same location.

===231.2.3 For Bridges and Culverts===

Clear zones, when used, shall extend full-width to bridge ends. Where the existing roadway is to be incorporated into the completed facility as part of the main roadway, the use of clear zones will be considered on individual projects.

The use of [[:Category:231 Typical Section Elements for Roadways|clear zone typical sections]] is not applicable to small culvert replacement projects where the intent is to continue the service of the road without upgrading it. In such cases, the typical sections used in the original construction are to be used except that the roadbed width is not to be more narrow than 24 ft.

In shallow fills and in cuts where box or pipe culvert normally require a headwall to be located in the clear zone, the structure should be extended to place the headwall at the outside of the clear zone or a safety appurtenance (guardrail or barrier) should be provided. The slope of the clear zone will then require modification over the entire surface.

===231.2.4 On Ramps===

Flattened slopes or clear zones are to be used on ramps to eliminate the use of guardrail. Use guardrail only to protect bridge ends within the interchange area.

===231.2.5 In Unusual Conditions===

When a standard clear zone width and slope will not properly terminate on the existing ground surface because of hilly conditions, steeper slopes must be used. In this case, the clear zone may be omitted and guardrail used at the shoulder line. The desirable minimum length for the elimination of clear zone is 500 ft. but in no case less than 250 ft.

For long fill sections through a reservoir project, clear zones can be eliminated and guardrail used at the shoulder lines.

Speed change lanes adjacent to main roadway are to be placed within main roadway's clear zone with no widening of clear zone. The clear zone is always located adjacent to and measured from the normal edge of the pavement of the main roadway including climbing or continuous auxiliary lanes.

===231.2.6 Maintenance===

District personnel shall be responsible for maintaining clear zones on highway improvement projects.

[[category:231 Typical Section Elements for Roadways|231.02]]

File:644.3 MSHP memo.pdf

2009-11-10T14:23:19Z

EPG-Admin: uploaded a new version of "Image:644.3 MSHP Memo.pdf"

File:644.3 MSHP memo.pdf

2009-11-10T12:46:50Z

EPG-Admin: uploaded a new version of "Image:644.3 MSHP Memo.pdf"

751.50 Standard Detailing Notes

2009-11-06T16:45:26Z

EPG-Admin: Bridge concrete barrier should be surface sealed similarly to the bridge deck. The existing language made it optional and further permitted surface sealing, if used, on unclear and unprepared surface.

== A. General Notes ==

=== A1. Design Specifications, Loadings & Unit Stresses ===

'''Omit parts not applicable; Omit parts underlined when not applicable.'''

'''(A1.1) Use the following note on LRFD plans.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2007 - AASHTO LRFD 4th Edition and 2008 Interims
:::Load and Resistance Factor Design
::2002 - AASHTO 17th Edition (Seismic Seismic Details)
:::Load Factor Design
::Seismic Design Category =   
::Seismic Peak Horizontal Ground Acceleration =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HL-93 (LRFD Superstructure, LRFD LFD Substructure)
::35#/Sq. Ft. No Future Wearing Surface
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''Use the following note on LFD plans after July 2003 Letting.'''

'''GENERAL NOTES:'''
:'''Design Specifications:'''
::2002 - AASHTO 17th Edition
::Load Factor Design
::Seismic Performance Category
::Acceleration Coefficient =   

'''Use the following note on plans when repairing concrete deck.'''

'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
::Bridge Deck Rating =   
:'''Design Loading:'''
::HS20-44
::HS20 Modified
::35#/Sq. Ft. No Future Wearing Surface
::Military 24,000# Tandem Axle
::Defense Transporter Erector Loading
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure 45#/Cu. Ft. [[#A1-notes|(1)]] 
::Ø =  
::Fatigue Stress - Case I Case II Case III
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. Continuous composite for live load. [[#A1-notes|(2)]]
|}

'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''

:'''Design Unit Stresses:'''
::{|
|Class B Concrete (Substructure)||fc = 1,200||f'c = 3,000||psi
|-
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Superstructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-2 Concrete (Superstructure, except   Prestressed Girders and Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-1 Concrete (Substructure)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete (Box Culvert)||fc = 1,600||f'c = 4,000||psi
|-
|Class B-1 Concrete Safety Barrier and   Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi
|-
|Class B-2 Concrete (Superstructure, except   Safety Barrier and Median Barrier Curb)||valign="bottom"| fc = 1,600||valign="bottom"| f'c = 4,000||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
|-
|Reinforcing Steel (Grade 40)||fs = 20,000||fy = 40,000||psi
|-
|Reinforcing Steel (Grade 60)||fs = 24,000||fy = 60,000||psi
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||fs = 20,000||fy = 36,000||psi
|-
|Structural Steel (ASTM A441)||fs = 23,000||fy = 42,000||psi
|-
|Structural Steel (ASTM A441)||fs = 25,000||fy = 46,000||psi
|-
|Structural Steel (ASTM A441)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade 42)||fs = 23,000||fy = 42,000||psi
|-
|Structural Steel (ASTM A709 Grade 50)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade 50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS50W)||fs = 27,000||fy = 50,000||psi
|-
|Structural Steel (ASTM A709 Grade HPS70W)||fs = 38,000||fy = 70,000||psi
|-
|Steel Pile (ASTM A709 Grade 36)||fb = [[#A1-notes|(**)]] ||fy = 36,000||psi
|-
|Steel Pile (ASTM A709 Grade 50)||fb = [[#A1-notes|(**)]] ||fy = 50,000||psi
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ & _ .
|}

<div id="A1-notes"></div>
(**) 6,000 9,000 12,000 Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.

(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts. (Modify if Ø angle dictates.)

(2) All Prestressed Concrete Girder Structures.

(3) Slabs, diaphragms or beams poured integrally with the slab.

Note to Detailer: Use f'c and fy for Load Factor Design.

=== A2. Box Culverts and Other Type Structures ===

'''All Boxes'''

'''(A2.0)'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:     <math>\Box</math>   Precast Box used     <math>\Box</math>   Cast-in-Place Box used

'''All Boxes on Rock'''

'''(A2.1)'''
:Anchor full length of walls by excavating 6" into and casting concrete against vertical faces of hard, solid, undisturbed rock.

'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.

'''All Boxes with Bottom Slab'''

'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.

'''Culverts on Rock Where Holes or Crevices may be Found''' 
'''(Normally where soundings show rock to be very irregular)'''

'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
:Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3'-0" in width shall be poured up from rock to bottom of walls. If top of rock is more than 3'-0" below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer. Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.

'''Box Type Structures on Rock or Shale Widened or Extended with Floor (Example)'''

'''(A2.4)'''
:Fill material under the 5" slab shall be firmly tamped before the slab is poured.

'''Box Culverts with Bottom Slab that Encounter Rock'''

'''(A2.5) (Use when specified on the Design Layout.)'''
:Excavate rock 6" below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.

'''Curved Box Culverts (Box on curve)'''

'''(A2.6)'''
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16'-0").

'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
:Excavate 3'-0" below the box and fill with suitable backfill material.

'''For Box Culverts where collar is provided, place the following note on plan sheet.'''

'''(A2.8)'''
:If precast option is used, collars shall be provided between all precast pieces.

'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 on the plan sheet. These notes are not needed if an appropriate standard plan is referenced.'''

'''(A2.9)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls. The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape. The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract unit price for other items.

'''(A2.10)'''
:Preformed fiber expansion joint material shall be securely stitched to one face of the concrete with no. 10 gage copper wire or no. 12 gage soft drawn galvanized steel wire.

'''(A2.11)'''
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.

'''(A2.12)'''
:Note: Slope of bottom slab shall be placed at natural stream gradient.

'''(A2.13)'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.

=== A3. All Structures ===

'''Neoprene Pads:'''

'''(A3.2) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Bearings shall be 50 60 70 durometer neoprene pads.

'''Fabricated Steel Connections:'''

'''(A3.3) Use on all steel structures.'''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.

'''Joint Filler:'''

'''(A3.4) Use on all structures (except culverts).'''
:All joint filler shall be in accordance with Sec 1057 for preformed sponge rubber expansion and partition joint filler, except as noted.

'''Reinforcing Steel:'''

'''(A3.5)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

=== A4. Protective Coatings ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".

'''Steel Structures - Non-Weathering Steel'''

'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
:Protective Coating: System G in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Recoating Structural Steel".

'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
:'''Existing Steel - contract lump sum unit price per sq. foot for Field Application of Inorganic Zinc Primer.'''

:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit lump sum price per sq. foot for the Fabricated Structural Steel "Field Application of Inorganic Zinc Primer". Tint of the prime coat for System G shall be similar to the color of the field coat to be used.

'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
:Field Coats: The color of the field coats shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for "Finish Field Coat (System G)".   At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

(*) The coating color shall be specified on the Design Layout.

'''New Steel Structures - Weathering Steel'''

'''(A4.11)'''
:Protective Coating: System H in accordance with Sec 1081.

'''(A4.12)'''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.

'''(A4.13)'''
:Prime Coat: The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.

'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''

'''(A4.14)'''
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints. Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.

'''(A4.15)'''
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the Fabricated Structural Steel. At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

'''(A4.20) Use note on recoating truss bridges.'''
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.

'''Structures having Access Doors'''

'''(A4.23)'''
:Structural steel access doors shall be cleaned and coated in the shop or field with at least two coats of inorganic zinc primer to provide a minimum dry film thickness of 5 mils. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and A153. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.

'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.

'''Weathering steel or concrete structures having girder chairs but no coating item.'''

'''(A4.27)'''
:Structural steel for the girder chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the girder chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the girder chairs will be considered completely covered by the contract unit price for other items.

'''Structural Steel Protective Coatings:'''

'''(A4.31)'''
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.   Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for "Surface Preparation for Overcoating Structural Steel".

'''(A4.32)'''
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for "Calcium Sulfonate Rust Penetrating Sealer".

'''(A4.33)'''
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Primer".

'''(A4.34)'''
:Topcoat: The color of the topcoat shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Tan (Federal Standard #23522) Green (Federal Standard #24260). The cost of the topcoat will be considered completely covered by the contract unit price per sq. foot tons for "Calcium Sulfonate Topcoat".

'''Structures with Exposed Piling'''

'''(A4.38) Use note when recoating existing exposed piles.'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of aluminum gray epoxy-mastic primer applied over an SSPC-SP6 surface preparation in accordance with Sec 1081. The requirements for bituminous coating shall be in accordance with Sec 702. These protective coatings will not be required below the normal low water line or below the existing ground line. The cost of surface preparation will be considered completely covered by the contract lump sum price for "Surface Preparation for Applying Epoxy-Mastic Primer". The cost of the aluminum gray epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "Aluminum Gray Epoxy-Mastic Primer".

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".

'''(A4.41) Use note with weathering steel structures.'''
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.

'''(A4.42) Use note with coating for concrete bents and piers urethane or epoxy.'''
:Protective coating for concrete bents and piers (Urethane) (Epoxy) shall be applied as shown on the bridge plans and in accordance with Sec 711.

'''(A4.43)(Use notes when specified on Design Layout.)'''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

'''(A4.44)(Use notes when specified on Design Layout.)'''
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

=== A5. Miscellaneous ===

In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".

'''(A5.1) Use on all grade separations.'''
:A minimum vertical clearance of           from crown of existing lanes and a minimum lateral clearance of           centered on existing lanes shall be maintained during construction.

'''(A5.2) Use when traffic is to be maintained during construction.'''
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.

'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106 and Field Section (FS-712) from Materials Manual.

'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
:Payment for furnishing all materials, labor and excavation necessary to construct the Lt. Rt. both detached wing walls at End Bents No.       and No.      including the Class    Excavation,     Pile, [[#A5-notes|(1)]], Class B B-1 Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.

'''(A5.5) Use the following note on all structures.'''
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.

<div id="A5-notes"></div>
(1) List all items used for the detached wing walls.

(2) For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.

== B. Estimated Quantities Notes ==

=== B1. General ===

==== B1a. Concrete ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.1) (Use on steel structures only.)'''
:All concrete above the lower construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.2)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''

'''(B1.3) (Use on steel structures only.)'''
:All concrete between the upper and lower construction joints in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel.

'''(B1.4)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Integral End Bents'''

'''(B1.5)'''
:All reinforcement in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''Intermediate Bents with Concrete Diaphragms'''

'''(B1.5.1)'''
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.2)'''
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Non-Integral End Bents with Concrete Diaphragms'''

'''(B1.5.3)'''
:All reinforcement in the concrete diaphragms at End Bents No.   is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''(B1.5.4)'''
:All concrete in the concrete diaphragm at End Bents is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder.

'''Semi-Deep Abutments'''

'''(B1.6)'''
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutments.

'''End Bents with Expansion Device'''

'''(B1.7)'''
:Concrete above the upper construction joint in backwall at End Bents No.    is included with Class B-2 Concrete (Slab on             ) Quantities.

'''Sidewalk'''

'''(B1.8)'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).

'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''

'''End Bents'''

'''(B1.9.1)'''
:All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''(B1.9.2)'''
:All reinforcement in the end bents (except detached wing walls) is included with the Superstructure Quantities.

'''Intermediate Column Bents integral with slab'''

'''(B1.9.3)'''
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.

'''(B1.9.4)'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.

'''Intermediate Pile Cap Bents integral with slab'''

'''(B1.9.5)'''
:All concrete in the intermediate bent caps is included with Superstructure Quantities.

'''(B1.9.6)'''
:All reinforcement in the intermediate bent caps is included with Superstructure Quantities.

==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====

'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''

'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.

'''Retaining Walls'''

'''(B1.11)'''
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.

'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''

'''(B1.12)'''
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bents will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).

'''Note to Detailer:''' For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.

'''(B1.13)'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.

'''Structures Having Neoprene Bearing Pads'''

'''(B1.14) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Plain Laminated Neoprene Bearing Pads (Tapered) shall be in accordance with Sec 716.

=== B2. Welded Wire Fabric ===

'''Structures with Welded Wire Fabric'''

'''(B2.4)'''
:Weight of 6 x 6 - W2.1 x W2.1 welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)

{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="4"|WELDED WIRE FABRIC WEIGHT
|-
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|-
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|-
|4 x 4 - W4 x W4||4"||4 ga.||85
|}

See CRSI Manual for other sizes.

Table should not be shown on plans

(*) Modify for type actually used. Show type on details where the fabric is shown.

"W" denotes smooth wire; the number following indicates cross sectional area in hundredths of a square inch. Deformed wire is denoted by the letter "D".

=== B3. Estimated Quantities Tables ===

==== B3a. Bridges ====

'''(B3.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="3" |  ||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
| 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|}

{|
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
|}

'''(B3.2)'''
:Cost of channel shear connectors C4 x 5.4 (ASTM A709 Grade 36) in place will be considered completely covered by the contract unit price for Structural Steel Piles ( 10 in. 12 in. 14 in.).

{|
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
|}

'''(B3.3)'''
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.

{|
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently. The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
|}

'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''

'''(B3.4)'''
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.

'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.

'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.

'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''

'''(B3.7)'''
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.

==== B3b. Box Culverts & Slab on Semi-Deep ====

Estimated Quantities Table for Box Culverts

The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.

The four extra spaces at the bottom of the table are not required as specified before.

'''(B3.11)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!rowspan="2" |  
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final Quantities
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\, *</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}

<math>\, *</math> Note to Detailer:
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).

==== B3c. Slabs ====

The following table is to be placed on the design plans under the table of estimated quantities.

'''(B3.21) Table of Slab Quantities'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for                       
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Semi-Deep Abutment'''" or "'''Reinforced Concrete Slab Overlay'''".

"'''Reinforced Concrete Slab Overlay'''" shall be used with prestressed concrete voided slab beams, prestressed concrete box beams and prestressed double-tees.

'''(B3.22)'''
:The table of Estimated Quantities for               represents the quantities used by the State in preparing the cost estimate for concrete slabs. The area of the concrete slab will be measured to the nearest square yard with the horizontal dimensions as shown on the plan of slab. Payment for prestressed panels, stay-in-place forms, conventional forms, all concrete and coated and uncoated reinforcing steel will be considered completely covered by the contract unit price for the slab. Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.

'''(B3.23)'''
:Method of forming the slabs shall be as shown on the plans and in accordance with Sec 703. All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.

'''(B3.24) Use note for optional forming.'''
:Slab shall be cast-in-place with conventional forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.

'''Stay-In-Place Forms:'''

'''(B3.30)'''
:Permanent steel bridge deck forms, supports closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653. Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.

'''(B3.31)'''
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material. The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.

'''(B3.32)'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams flanges. Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end. Form supports shall be placed in direct contact with the flange. Welding on or drilling holes in the flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712. MoDOT certified field welders will not be required for welding of the form supports.

'''Precast Prestressed Panels:'''

'''(B3.40)'''
:The Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder are based on skewed precast prestressed end panels.

'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.

'''(B3.42)'''
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

==== B3d. Asphalt Wearing Surfaces ====

The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.

'''(B3.50)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="2"| 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic Concrete Wearing Surface
|width="175pt"| 
|-
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface with Asphalt Binder Type
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used (<math>\sqrt{}</math>)
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|<math>\,*</math>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| 
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
|}

{|
|valign="top"|<math>\, *</math>
|The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Design Layout for the type of Superpave mixture required.
|-
| 
|See the Design Layout for the asphalt binder required.
|}

'''(B3.53)'''
:The contractor shall select one of the alternate asphaltic concrete wearing surfaces listed in the table. The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.

'''(B3.54)'''
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured transversely from out to out of overlay and longitudinally from end of slab to end of slab.

'''(B3.56)'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.

== C. Reinforcing Steel Notes ==

=== C1. Bill of Reinforcing Steel ===

Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.

'''(C1.1) Same marks used for unlike bars on different units.'''
:Bars in the above units are to be billed and tagged separately.

'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
:See Sheet No.       for bill of reinforcing steel for         .

'''BENDING BY CRSI STANDARDS'''

'''(C1.3)'''
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.

'''(C1.4)'''
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.

'''(C1.5)'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)

'''(C1.6)'''
:Payweights are based on actual lengths.

'''(C1.7)'''
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.

'''(C1.8)'''
:E = Epoxy coated reinforcement.

'''(C1.9)'''
:S = Stirrup.

'''(C1.10)'''
:X = Bar is included in substructure quantities.

'''(C1.11)'''
:Actual lengths are measured along centerline bar to the nearest inch.

'''(C1.12)'''
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.

'''(C1.13)'''
:No. ea. = Number of bars of each length.

'''(C1.14)'''
:Four angle or channel spacers are required for each column spiral. Spacers are to be placed on inside of spirals. Length and weight of column spirals do not include splices or spacers.

'''(C1.15)'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.

'''EPOXY COATED REINFORCING STEEL'''

'''Note to Detailer:''' All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; Also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.

(Two additional reinforcing bars of each bar size that is required to be epoxy coated, should be included in the bar bill for test purposes. These additional bars should be added to one of the required bar marks and not as a special bar. Test bars should, preferably, be 10 feet or more in length. If a bar 10 foot long cannot be found, use the bar with the largest available straight section.

'''(C1.15)'''
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.

<div id="(1)b"></div>
(1) Bar mark of bars for which additional bars have been included.

=== C2. Prestressed Girders & Prestressed Panels ===

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.

'''(C2.1)'''
:All dimensions are out to out.

'''(C2.2)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(C2.3)'''
:Actual lengths are measured along centerline of bar to the nearest inch.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.

'''(C2.4)'''
:Minimum clearance to reinforcing shall be 1".

'''(C2.5)'''
:All reinforcement shall be Grade 60.

'''(C2.6)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.

Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.

'''(C2.7)'''
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 and U2 bar. [[#C2-notes|(*)]]

'''(C2.8)'''
:All S and U reinforcing bars shall be epoxy coated.

'''(C2.9)'''
:All reinforcement shall be Grade 60.

Place the following notes with the above appropriate notes for prestressed panels.

'''(C2.10)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(C2.11)'''
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.

'''(C2.12)'''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to insure proper handling, may be used in lieu of the #3-P2 bars shown. Wire or bar diameter shall not be larger than 0.375 inches. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.

'''(C2.13)'''
:The reinforcing steel shall be tied securely to the 3/8"ø strands with the following maximum spacing in each direction:
: #3-P2 bars at 16 inches.
: Welded wire fabric or welded deformed bar mats at 2'-0".

'''(C2.14)'''
:Tie the #3-U1 bars to the #3-P2 bars, to the welded wire fabric or the welded deformed bar mats at about 3'-0" centers.

'''(C2.15)'''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.

<div id="C2-notes"></div>
(*) Add U2 bar for skewed structures only.

=== C3. Mechanical Bar Splices ===

Place the following note near mechanical bar splice detail.

'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
:The contractor shall use a mechanical bar splice for         bars at the specified location. The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction joint. No additional payment will be made for any additional bar lengths required for the mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel.

'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''

== D. Temporary Bridge Notes ==

=== D1. General ===

Place the following notes on the front sheet.

'''(D1.1)'''
:Timber:
:      All timber shall be standard rough sawn. At the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.

'''(D1.2)'''
:Bolts:
:      All bolts shall be high strength ASTM A325 except as noted.

'''(D1.3)'''
:Misc:
:      The superstructure only & cap beam units will be provided by the State and shall be transported from          Maintenance Lot. The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No.          is open to traffic.

'''(D1.4)'''
:      All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing. Structural tubing coating shall be in accordance with Sec 718.

'''(D1.11) Place with shim plate details on the bent sheet.'''
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents. Shim plates may vary in thickness from 1/16" to thickness required.

'''(D1.21) Place near half section of bridge flooring.'''
:Steel bridge flooring shall be Foster 5" RB/8.0 or American Bridge 5" Open I-Beam-Lok Type 8S open steel bridge flooring. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.

'''(D1.22)'''
:Note: Field connections shall be 7/8"ø high strength bolts with holes 1 1/16"ø except as noted.

'''(D1.23) Place near details of u-bolts lifting device.'''
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior stringer of each unit. U-bolts shall be removed during the time the bridge is open to traffic. Position of the U-bolts may be shifted slightly to miss the bars in the flooring.

== E. General Elevation and Plan Notes ==

=== E1. Excavation and Fill ===

Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)

'''(E1.1)'''
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation       . Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Removal of Roadway Fill at Side (When specified on the Design Layout.)

'''(E1.2)'''
:Old roadway fill on the left right shall be removed to the natural ground line for the length of the new bridge as roadway excavation. Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.

Fill at Pile Cap End Bents (All pile cap end bents)

'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete approach'''(*)''' beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.

=== E2. Foundation Data Table ===

The following table is to be placed on the design plans and filled out as indicated.

'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Foundation Data
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Detached wing walls only)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1 (Except detached wing walls)
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Foundation
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Trestle
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|14" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|16" CIP
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP12x53
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|HP10x42
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|15
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|12
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|6
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|25
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|67
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|53
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Dynamic Pile Testing
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Modified Gates Formula
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Modified Gates Formula
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing or Nominal Axial Pile Compression Resistance
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
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|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
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|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
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|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
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|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
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|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|10.2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|22.6
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Shale
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Design Side Friction
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
| ||colspan="8" align="left"|Notes:
|-
| ||colspan="4" align="left"|Pile Driving Verification Method || colspan="4" align="left"|Modified Gates Formula
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Dynamic Pile Testing
|-
| ||colspan="4" align="left"| || colspan="4" align="left"|Other
|-
| ||colspan="8" align="left"|Use Design Bearing for LFD designs and Nominal Axial Pile Compression Resistance for LRFD designs.
|-
|
|-
| ||colspan="4" align="left"|Criteria for Minimum Tip Penetration || colspan="4" align="left"|Scour
|-
| ||colspan="4"| || colspan="4" align="left"|Tension or uplift capacity
|-
| ||colspan="4"| || colspan="4" align="left"|Lateral stability
|-
| ||colspan="4"| || colspan="4" align="left"|Penetration anticipated soft geotechnical layers
|-
| ||colspan="4"| || colspan="4" align="left"|Minimize post construction settlement
|-
| ||colspan="4"| || colspan="4" align="left"|Minimum embedment into natural ground
|-
| ||colspan="4"| || colspan="4" align="left"|Other
|-
|
|-
| ||colspan="4" align="left"|Hammer Energy Required || colspan="4" align="left"|See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
|}

::The following is for LFD:

{|
| || ||valign="top"|[[Image:751.50 circled 1.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:
|-
| || || || 
#Design bearing value for AASHTO group loads I thru VI.
#Design bearing for seismic loads / 2.0
|}

'''Shallow Footings (When specified on the Design Layout.)'''

'''(E2.10)'''

:In no case shall footings of Bents No.       and       be placed higher than elevations shown       and       , respectively.

'''Driven Piles'''

'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s)       and       to elevation(s)       and       , respectively.

'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
:Prebore to natural ground line.

'''(E2.22) (Use the following note when pile point reinforcement is required)'''
:Manufactured pile point reinforcement shall be used on all piles in this structure at Bents       and       .

'''(E2.23) (Use when static test piles are required.) This number of piles in table should not include test piles. If test piles are specified, place an * beside the number of piles at the bents indicated.'''
: *One concrete test piles shall be driven in permanent position, one for each bents, at Bents No.       and       .

'''(E2.24) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
:Fluted type cast-in-place pile shall not be permitted.

'''Drilled Shafts'''

'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
:An additional 4 feet has been added to V-bar lengths and an additional __ P-bars has been added for possible change in drilled shaft or rock socket depth. The excess V-bar length shall be cut off or included in the reinforcement lap if not required. The P-bars shall be spaced similarly to that shown in elevation where required or a lesser spacing if not required but not less than 5" cts.

'''(E2.31) Note not required with drilled shafts for high mast tower lighting.'''
:Concrete coring shall be performed on       of the drilled shafts and rock sockets in accordance with [http://modot.mo.gov/business/standards_and_specs/Sec0701.pdf Sec 701.] Sonic logging testing shall be performed on all drilled shafts and rock sockets.

'''Note to designer:'''

Coring shall be approximately 10% of the total number of drilled shafts (i.e., 1 in 10 shafts or 2 in 20 shafts) or only core one shaft for smaller structures unless additional cores would be prudent for a specific project.

'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
:Drilling slurry, if used, shall require desanding.

'''(E2.33) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
:The following non-factored base reactions were used to design the drilled shafts for the       ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.

: *'''Values used in the design of the drilled shaft.'''

'''(E2.34) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.

=== E3. Miscellaneous ===

'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
:All bents are parallel.

'''Boring Data'''

'''(E3.2) (Place on Front Sheet when borings are provided)'''
:[[Image:751.50 boring location mark.gif]] Indicates location of borings. '''Notice and Disclaimer Regarding Boring Log Data''' The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure. Boring data for the numbered locations is shown on Sheet(s) No.   . The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request. No greater significance or weight should be given to the boring data depicted on the plan sheets than is subsurface data available from the district or elsewhere.   The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.

'''(E3.3) (Place on all Retaining Wall Plans)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.

'''(E3.4) (Place on the Boring Data Sheet)'''
:For location of borings see Sheet No.   .

'''Final clearance - Bridges over railroads'''

'''(E3.5) Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
:(<math>\, *</math>) Final vertical clearance from top of rails to bottom of superstructure shall be at least <math>\, **</math>. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.

:<math>\, **</math> Clearance specified on the Design Layout (23'-0" min.).

'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''

'''(E3.6)'''
:Seal course is designed for a water elevation of           .

'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation [[#E5 notes|(1)]]. [[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].

<div id="E5 notes"></div>
(1) Elevation as shown on the Design Layout.

(2) Do not use payment sentence when footing elevation remains the same.

(3) Increase footing length when required by design.

== F. Blank ==

== G. Substructure Notes ==

=== G1. Concrete Bents ===

'''Expansion Device at End Bents'''

'''(G1.1)'''
:Top of backwall for end Bents No.       shall be formed to the crown and grade of the roadway. Backwall above upper construction joints shall not be poured until the superstructure slab has been poured in the adjacent span.

'''(G1.1.1)'''
:All concrete above the upper construction joint in backwall shall be Class B-2.

'''Abutments with Flared Wings'''

'''(G1.2)'''
:Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.

'''Stub Bents'''

'''(G1.3)'''
:Safety barrier curbs, parapets and end post shall not be poured until the slab has been poured in the adjacent span.

'''Stub Bents Embedded in Rock or on Footings'''

'''(G1.4)'''
:Rock shall be excavated to provide at least 6" of earth under the beam and wings.

'''End Bents with Turned-Back Wings'''

'''(G1.5) (Use for Non-Integral End Bents only.)'''
:Field bending shall be required when necessary at the wings for #   -H    bars in the backwalls for skewed structures and for #   -F    bars in the wings for the slope of the wing.

'''(G1.6)'''
:For reinforcement of the safety barrier curb, see Sheet No.     .

'''Integral End Bents'''

'''(G1.7)'''
:Bend F    bars in field to clear girders.

'''(G1.7.1)'''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".

'''(G1.8)'''
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.

'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
:The top two epoxy bars in the detached wing walls shall be included with the Superstructure Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder.

'''(G1.9)'''
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.

'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''

'''(G1.10)'''
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.

'''Ground Line Within Semi-Deep Abutments'''

'''(G1.11)'''
:In no case shall the earth within Abutments No.    and    be above the ground line below. Forms supporting the abutment slab may be left in place.

'''Pile Variation for Semi-Deep Abutments'''

'''(G1.12)'''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No.    and   .

'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''

'''(G1.13)'''
:Exposed steel piles steel pile shells within the abutment shall be coated with a heavy coating of an approved bituminous paint.

'''All Substructure Sheets with Bearing Anchor Bolts'''

'''(G1.15)'''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".

'''All Substructure Sheets with Girder Chairs'''

'''(G1.16)'''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural      Steel.

'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.

'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.

'''(G1.42) Place the following note on plans when using Optional Section for Column-Web beam joints.'''
:At the contractor's option, the details shown in optional Section  -  may be used for column-web beam or tie beam at intermediate Bent No.   . No additional payment will be made for this substitution.

'''(G1.43) Place the following note on plans when you have adjoining twin bridges.'''
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.

=== G2. Deadman Anchors ===

'''(<math>\, *</math>) Size of rod.'''

'''(G2.1)'''
:Construction sequence:

'''(G2.2)'''
:Construct end bent with anchor tees in place.

'''(G2.3)'''
:Construct deadman with anchor tees in place.

'''(G2.4)'''
:Machine compact fill up to elevation of (*)"ø rod and turnbuckle.

'''(G2.5)'''
:Install (*)"ø rod, clevis and turnbuckle assembly.

'''(G2.6)'''
:Tighten turnbuckle until snug.

'''(G2.7)'''
:Hand compact fill for 12" (min.) over (*)"ø rod and turnbuckle.

'''(G2.8)'''
:Machine compact remaining fill.

'''(G2.9)'''
:All anchor tees, rods, clevises, turnbuckles, etc. shall be fabricated from ASTM A709 Grade 36, ASTM A668 Class F or equivalent steel and galvanized in accordance with Sec 1081. Shop drawings will not be required. All concrete shall be Class B. All reinforcing steel shall be Grade 60.

'''(G2.10)'''
:All metal members of the anchorage system not embedded in concrete shall be cleaned and receive a heavy coating of an approved bituminous paint.

'''(G2.11)'''
:Fine aggregate shall be in accordance with Sec 1005 and shall be placed below and above the rod and turnbuckles.

'''(G2.12)'''
:Payment for all materials, excavation, backfill and any other incidental work necessary to complete the Deadman Anchorage Assembly will be considered completely covered by the contract unit price per each.

'''(G2.13)'''
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.

=== G3. Vertical Drain at End Bent ===

'''(G3.1)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated steel pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

'''(G3.2)'''
:Place drain pipe at fill face of end bent and slope to lowest grade of ground line, also missing the lower beam of end bent by 1 1/2". (See elevation at end bent.)

'''(G3.3)'''
:Perforated pipe shall be placed at fill face side at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.

=== G4. Substructure Quantity Table ===

'''(B4.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Quantity
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles (     in.)
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
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|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
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|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
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!colspan="3"|Items shown are for example only, use actual items and quantities for each bent.
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'''(G4.2)'''
:Note: These quantities are included in the estimated quantities table on Sheet No.   .

'''Note to Detailer:''' Place substructure quantity table on right side of substructure bent sheet.

=== G5. 20" and 24" CIP Piles ===

'''(Do not use without approval of Structural Project Manager or Liaison)'''

'''(G5.1)'''
:All concrete for cast-in-place piles shall be Class B-1.

'''(G5.2)'''
:Additional thickness may be required for thin shelled types to provide sufficient strength to withstand driving without injury and to resist harmful distortion or buckling due to soil pressure after being driven and the mandrel removed.

'''(G5.3)'''
:Where 3/4" closure plates are required for tips of pipe piles, the closure plates shall not project beyond the outside diameter of the pipe piles. Satisfactory weldments may be made by beveling tip ends of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe.

'''(G5.4)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.

'''(G5.5)'''
:All splices of shells for cast-in-place concrete piles shall be made watertight and to the full strength of the shell above and below the splice to permit hard driving without damage. All shells damaged during driving shall be replaced without cost to the State. Shell sections used for splicing shall be at least 5'-0" in length. The splice at the tapered section shall be at least 3'-0" below the streambed for intermediate trestle type bents.

'''(G5.6)'''
:Waterjetting will be permitted with 20" or 24" piles.

'''(G5.7)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.

'''(G5.8)'''
:Note: INDICATE IN REMARKS COLUMN:
::A.) IF PILING WERE DRIVEN TO PRACTICAL REFUSAL.
::B.) PILE BATTER IF OTHER THAN SHOWN ON BENT DETAIL SHEET.
::C.) TYPE OF PILING USED.

'''(G5.9)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.

== H. Superstructure Notes ==

=== H1. Steel ===

'''Plate Girders - (Shop welding)'''

'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required. All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on Design Plans.

'''Welded Shop Splices'''

'''(H1.1.1) Place near Welded Shop Splice Details.'''
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer. No additional payment will be made for optional welded shop web and flange splices.

'''(H1.2)'''
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.

'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.

'''Plate Girders with Camber'''

'''(H1.4) Place near the elevation of girder.'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No.   .

'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''

'''(H1.5)'''
:Camber includes allowance for vertical curve, superelevation transition, and for dead load deflection due to concrete slab, curb, asphalt, concrete wearing surface and structural steel.

'''(H1.6)'''
:  % of dead load deflection is due to the weight of structural steel.

'''(H1.6.1)'''
:Dead load deflection includes weight of structural steel, concrete slab, and barrier curb.

'''(H1.7)'''
:     dimensions may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel. No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.

'''Note:''' Increase the haunch by 1/2"± more than what is required to make one size shear connector work for both the C.I.P. and the S.I.P. Options.

'''ASTM A709 Grade 50W Structural Steel (Uncoated)'''

'''(H1.8) Place near detail of bolted field splice.'''
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.

'''Structures without Longitudinal Section'''

'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
:Haunch slab to bear.

'''Top of End Bent Backwall (Without expansion device)'''

'''(H1.10)'''
:Two layers of 30# roofing felt.

'''Section thru Spans'''

'''(H1.11) Place on the slab sheet when applicable.'''
:For details of safety barrier curb parapet median bridge rail not shown, see Sheet No.   .

'''Web Stiffeners'''

'''(H1.12)'''
:Whenever longitudinal stiffeners interfere with bolting the diaphragms cross frames in place, clip stiffeners.

'''(H1.13)'''
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.

'''(H1.14)'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.

'''(H1.15)'''
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.

'''Wide Flange Beams - (Shop Welding)'''

'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices. All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.

'''Shear Connectors'''

'''(H1.17) Include shear connectors in material which connectors are attached.'''
:Weight of     pounds of shear connectors is included in the weight of Fabricated Structural     Steel.

'''(H1.18)'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.

'''Notch Toughness for Wide Flange Beams
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
:(Place the following note near the "Plan of Structural Steel".)'''

'''(H1.19)'''
:<math>\, *</math> Notch toughness is required for all wide flange beams.

'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''

'''(H1.20)'''
:<math>\, *</math> Notch toughness is required for all welded flange plates pin plates hanger bars.

'''Notch Toughness for Plate Girders
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''

'''(H1.21)'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
:All web plates shall be subject to notch toughness requirements.

'''(H1.21.1)'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.

'''(Place <math>\, ***</math> near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)'''

'''(H1.22)'''
:<math>\, ***</math> Indicates flange splice plates pin plates hanger bars subject to notch toughness requirements.

'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''

'''(H1.23)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 50, except as noted.

'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel and Elevation of Stringers or Girders'''

'''(H1.24)'''
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.

'''Oversized Holes for Intermediate Diaphragms'''

'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''

'''(H1.26)'''
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt. A hardened washer shall be used under the bolt head and nut when this option is used. Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.

'''Slab drain attachment holes'''

'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''

'''(H1.27)'''
:For location of slab drain attachment holes, see slab drain details sheet.

'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''

'''(H1.28)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.29)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Plan of Structural Steel'''

'''(H1.31)'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.

'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''

'''Elevation of Stringers or Girders'''

'''(H1.32)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.

'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''

'''Plan of Structural Steel'''

'''(H1.36)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''

'''(H1.37)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No.   .

'''Structures on Vertical Curve'''

'''(H1.39)'''
:Elevations shown are at top of web before dead load deflection.

'''6 x 6 x 3/8 Angle Connection to Top Flange'''

'''(H1.40)'''
:The two 3/4"ø high strength bolts that connect the 6 x 6 x 3/8 angle to the top flange shall be placed so the nut is on the inside of flange toward the web.

'''6 x 6 x 3/8 Angle Connection to Top Flange for Structures on Vertical Curve'''

'''(H1.40.1)'''
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.

'''Bolted Field Splices for Plate Girders & Wide Flange Stringers'''

'''(H1.41)'''
:Use 7/8"ø high strength bolts with 15/16"ø holes.

'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''

'''(H1.42)'''
:Bolts on intermediate diaphragms and cross frames that connect girders stringers under different construction stage slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.

=== H2. Concrete ===

==== H2a. Continuous Slab ====

'''Tubes for Voids'''

'''(H2.1)'''
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers. Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].

(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].

:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|+(Do not show this table on plans)
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
|-
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
|-
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
|}

==== H2b. Precast Prestressed Panels ====

'''(H2.5)'''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.

'''(H2.6)'''
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.

'''(H2.7)'''
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.

'''(H2.8)'''
:Initial prestressing force = 17.2 kips/strand.

'''(H2.9)'''
:The method and sequence of releasing the strands shall be shown on the shop drawings.

'''(H2.10)'''
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer. Panel lengths shall be determined by the contractor and shown on the shop drawings.

'''(H2.11)'''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth. No separate payment will be made for additional concrete and reinforcing required.

'''(H2.12)'''
:Use #3-P3 bars if panel is skewed 45° or greater.

'''(H2.13)'''
:All reinforcement other than prestressing strands shall be epoxy coated.

'''(H2.14''')
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.

'''(H2.15)'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.

'''(H2.16)'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.

'''(H2.17)'''
:S-bars are not listed in the bill of reinforcing.

'''(H2.18)'''
:All panel support pads shall be glued to the girder. When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom. The glue used shall be the type recommended by the panel support pads manufacturer.

'''(H2.19)'''
:Precast panels may be in contact with stirrup reinforcing in diaphragms.

'''(H2.20)'''
:Extend S-Bars 18 inches beyond the front face of end bents only.

'''(H2.21)'''
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands. Strands 2'-0" or shorter may then be debonded at the fabricator's option.

'''(H2.22)'''
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.

'''(Prestressed Spans)'''

'''(H2.26)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2 inches total thickness shall be used.

'''(H2.27)'''
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.

'''(H2.28)'''
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness. Dimensions shall be shown on the shop drawings.

'''(H2.29)'''
:Slab thickness over prestressed panels varies due to girder camber.

'''(H2.30)'''
:In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for necessary grade adjustment.

'''(H2.31)'''
:Use slab haunching diagram on Sheet No.    for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.

'''(Steel Spans)'''

'''(H2.34)'''
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch, except over splice plates where minimum thickness shall be 1/4 inch. When the material is less than 1/2 inch thick over a splice plate, the width of material at the splice shall be the same width as panel on splice. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2" total thickness shall be used.

'''(H2.35)'''
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram. The polystyrene bedding material may be cut to match haunch height above top of flange.

'''(H2.36)'''
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel. No payment will be made for additional labor or materials for the adjustment.

'''(H2.37)'''
:S-bars shown are used with skewed end panels, or square end panels of square structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.

'''(H2.38)'''
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No.   . These adjustments shall be within the limits noted in the general notes.

'''(H2.39)'''
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.

==== H2c. Prestressed Girders ====

'''General Notes: Prestressed I Girders and Double-Tee Girders'''

'''(H2.41)'''
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> =      psi and <math>\, f'_{ci}</math> =      psi.

'''(H2.42)'''
:(+) indicates prestressing strand.

'''(H2.43)'''
:Use     strands with an initial prestress force of     kips.

'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''

'''(H2.44)'''
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, 1/2 0.6 inch diameter in accordance with AASHTO M 203, Grade 270. Pretensioned members shall be in accordance with Sec 1029.

'''Place the following notes with the above general notes for Prestressed I-Girders only.'''

'''(H2.45)'''
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.

'''(H2.46)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.47)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.

'''(H2.48) (Use only when applicable.)'''
:Exterior and interior girders are the same, except for coil ties, and coil inserts for slab drains and holes for steel intermediate diaphragms.

'''(H2.49)'''
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until girders are erected, then replaced by coil tie rods.

'''(H2.50)'''
:All B1 and C1 bars shall be epoxy coated.

'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''

'''(H2.51)'''
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.

'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
:<math>\, **</math> At the contractor's option the location for bent-up strands may be varied from that shown. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.

<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.

'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''

'''(H2.53)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.

'''(H2.54)'''
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.

'''(H2.55)'''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H2.56)'''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.

'''(H2.57) Place near diaphragm details.'''
:Diaphragms at intermediate bents shall be built vertical.

'''Slab Haunching'''

'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
:The slab thickness varies from (1) to (2) within the parabolic crown.

'''(1) Minimum slab thickness.''' 
'''(2) Minimum slab thickness minus 1/4".'''

'''(H2.59) Place with camber diagram.'''
:Conversion factors for girder camber
:::'''Use with spans 75' and greater in length.'''
:::0.1 pt. = 0.314 x 0.5 pt.
:::0.2 pt. = 0.593 x 0.5 pt.
:::0.3 pt. = 0.813 x 0.5 pt.
:::0.4 pt. = 0.952 x 0.5 pt.

:::'''Use with spans less than 75' in length.'''
:::0.25 pt. = 0.7125 x 0.5 pt.

'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
:If girder camber is different from that shown in the camber diagram, adjustment of the slab haunches, an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. No payment will be made for additional labor or materials required for variation in haunching, slab thickness or grade adjustment.

'''(H2.61)'''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on Steel Concrete I-Girders Concrete Bulb-tee Girders.

'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
:Prestressing strands at End Bents No.    and    and Intermediate Bents No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.

'''(H2.64)'''
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.

'''(H2.65)'''
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.

'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].

'''(H2.66)'''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.

'''(H2.67)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.

'''(H2.68)'''
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.

'''(H2.69)'''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.

'''(H2.70) Place on the Prestressed I Girder sheet.'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed.

'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.

'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''

'''(H2.80)'''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagram. Concrete in the slab is included in the estimated quantities for Reinforced Concrete Slab Overlay..

'''(H2.81)'''
:The slab is to be built parallel to grade and to a minimum thickness of   " (Except varies from   " to   " within parabolic crown).

'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''

'''(H2.82)'''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.

'''(H2.83)'''
:See girder sheet for girder camber diagram.

'''(H2.84)'''
:Lifting loops: Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.

'''(H2.85)'''
:Welded wire fabric: Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.

'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''

'''(H2.86)'''
:See slab sheet for spacing of rail posts.

'''(H2.87)'''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.

'''(H2.88)'''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents =  '- ".

'''(H2.89)'''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".

==== H2d. Prestressed NU Girders ====

'''General Notes: Prestressed NU Girders'''

'''(H2.90)'''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.91)'''
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.

'''(H2.92)'''
:Girders shall be lifted by devices designed by the fabricator.

'''(H2.93)'''
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Bond breaker shall be applied to this region only. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.

'''(H2.94)'''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60. Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.

'''(H2.95)'''
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms.

'''(H2.96)'''
:Drilling is not allowed.

'''Note to Detailer:''' Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.

'''Prestressed Girders & Prestressed Panels:'''
:C2.1, C2.2, C2.3 & C2.4

'''Concrete - Prestressed Girders'''
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88

=== H3. Bearings ===

==== H3a. Type C & D ====

'''The following notes apply to Type "C" Bearings.'''

'''(H3.1)'''
:Anchor rods for Type "C" bearings shall be 1"ø ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel. The top of anchor rods shall be set approximately 1/4" below the top of bearing.

'''(H3.2)'''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.3)'''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.4)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.5)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following notes apply to Type "D" Bearings.'''

'''(H3.6)'''
:Anchor rods for Type "D" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.7)'''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.8)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.9)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.10)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note applies to Type "D" Bearings Modified.'''

'''(H3.11)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3b. Type E ====

'''The following notes apply to Type "E" Bearings.'''

'''(H3.15)'''
:Anchor rods for Type "E" bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged rods and shall extend 12" 15" into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

'''(H3.16''')
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.17)'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.

'''(H3.18)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.

'''(H3.19)'''
:[[Image:751.50 circled 1.gif]] bonded lubricant

'''(H3.20)'''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147. The coated areas shall be protected for shipping and erection.

'''(H3.21)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''The following note apply to Type "E" Bearings Modified.'''

'''(H3.22)'''
:Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

==== H3c. Type N PTFE ====

'''(H3.25)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.26)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.27)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.28)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''

'''(H3.29) Use grade per Design Comps.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum). The stainless steel plate shall be protected from any coating.

'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''

'''(H3.29.1)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.30)'''
:Type N PTFE Bearings shall be in accordance with Sec 716.

'''(H3.32)'''
:Stopper plates and straps shall be provided to prevent loss of support due to creeping of PTFE bearings. Payment for fabricating and installing the stopper plates and straps will be considered completely covered by the contract unit price for Type N PTFE Bearing.

'''(H3.33)'''
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.

==== H3d. Laminated Neoprene Pad Assembly ====

'''(H3.45)'''
:Anchor rods shall be 1 1/2"ø 2"ø 2 1/2"ø 3"ø ASTM F1554 Grade 55 swedged rods and shall extend 15" 18" 25"   " into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

'''(H3.46)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.47)'''
:Neoprene Elastomeric Pads shall be 60 70 Durometer.

'''(H3.48)'''
:Anchor rod shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted '''R''' for each 10° fall or rise in temperature at installation.

'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).

'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.

'''(H3.50)'''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.

==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====

'''The following notes apply to Flat Plate Bearings.'''

'''(H3.65)'''
:Flat plate bearings shall be straightened to plane surfaces.

'''(H3.66)'''
:Anchor rods shall be 1"ø ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts. Top of anchor rods shall be set approximately 1/2" above top of bottom flange.

'''(H3.67)'''
:Bottom flange of beam and bevel plate shall have 1 1/4"ø holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.

'''(H3.68)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

'''(H3.69)'''
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.

'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''

'''(H3.70)'''
:Material shall be ASTM A709 Grade 36 steel. Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit. After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.

'''(H3.71)'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).

'''The following notes apply to Carbon Steel Casting (Truss).'''

'''(H3.75)'''
:All fillets shall have a 3/4" radius.

'''(H3.76)'''
:Anchor rods shall be 1 1/2"ø ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Furnish one 4"ø pin, AISI C1042, with 2 heavy hexagon pin nuts.

'''(H3.77)'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings. Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.

'''(H3.78)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.

=== H4. Conduit System ===

'''(H4.1)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.

'''(H4.2)(3" cover cannot be achieved when conduit is in the slab.)'''
:All conduit shall be rigid non-metallic schedule 40 heavy wall PVC (polyvinyl chloride plastic) with 3" minimum cover in concrete. Each section of conduit shall bear the Underwriters' Laboratories, Inc., (UL) label.

'''(H4.2.1)'''
:All Conduit Clamps shall be commercially available conduit clamp approved by the engineer.

'''(H4.3)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.

'''(H4.4)'''
:Light standards, wiring and fixtures shall be furnished and installed by others.

'''(H4.5)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.

'''(H4.6)'''
:For details of light standards, underdeck lighting, and wiring, see electrical plans.

'''(H4.7)'''
:Expansion fittings shall provide a minimum movement in either direction of     at open joints and     at filled joints. Expansion fittings shall be equal to Carlon Electrical Construction Products or Cantex, Inc.

'''(H4.7.1)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.

'''(H4.8) (Surface mount junction boxes, except on sidewalks, when existing concrete is present. Flush mount junction boxes in new concrete.)'''
:All end bent and parapet, sidewalk, safety barrier curb junction boxes shall be PVC molded flush surface mounted and equal to Carlon Electrical Construction Products or Cantex, Inc. The conduit terminations shall be permanent or separable. The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.

'''(H4.9) Add for all structures with conduit.'''
:Weepholes shall be provided at appropriated locations to drain any moisture in the conduit system.

'''(H4.10) Use for conduit not encased in concrete.'''
:Conduit shall be secured to concrete with clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM -153, B695-91 Class 50 or stainless steel. Minimum embedment in concrete shall be 1 3/4". The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.

'''(H4.11) Use for payment of Conduit System.'''
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.

=== H5. Expansion Devices ===

==== H5a. Finger Plate ====

'''(H5.1) For stage construction or other special cases, see Structural Project Manager.'''
:Finger plate shall be cut with a machine guided gas torch from one plate. The plate from which fingers are cut may be spliced before fingers are cut. The surface of cut shall be perpendicular to the surface of plate. The cut shall not exceed 1/8" in width. The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown. No splicing of finger plate or finger plate assembly will be allowed after fingers are cut. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.2)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.3)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.4)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.5)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.

'''(H5.6)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.

'''(H5.7) Use note for steel structures.'''
:All holes shown for connections to be subpunched 11/16"ø (shop or field drill) and reamed to 13/16"ø in field.

'''(H5.8) Place note near "Plan of Slab".'''
:'''"the web of W14 x 43" is for steel structures'''
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from the web of W14 x 43 and the 3/4" vertical mounting plate at the expansion device.

'''(H5.9)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5b. Flat Plate ====

'''(H5.16)'''
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.17)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.18)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

'''(H5.19)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.20)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.

'''(H5.21)'''
:Concrete shall be forced under and around the flat plate, anchors and angles. Proper consolidation shall be achieved by localized internal vibration. Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device. The vertical and horizontal concrete vent holes shall be offset from each other. Do not alternate holes at the 12" spacing.

'''(H5.22) Use this note when expansion device is at an end bent.'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.

'''(H5.23) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical plate and the vertical leg of the angle at the expansion device.

'''(H5.24)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

==== H5c. Preformed Compression Joint Seal ====

'''(H5.31)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.32)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.33)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Preformed compression seal expansion joint system shall be in accordance with Sec 717.

'''(H5.34)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.35)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.36) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.37)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''

'''(H5.38)'''
:Size of armor angle: Vertical leg of angle shall be a minimum of [[Image:751.50 circled 2.gif]] + 3/4". Horizontal leg of angle shall be a minimum of 3". Minimum thickness of angle shall be 1/2".

'''(H5.39)'''
:If a seal size larger than that indicated on the plans is used, the movement range, the opening at 60° and all dimensions for the armor angles shall be shown on the shop drawings.

==== H5d. Strip Seal ====

'''(H5.46)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

:The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

'''(H5.47)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.48''')
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W. Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.

'''(H5.49)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.50)'''
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.51) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of the steel armor at the expansion joint system.

'''(H5.52)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.53) Use note with polymer concrete next to strip seal.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5e. Silicone Expansion Joint Sealant ====

'''(H5.61)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

'''(H5.62)'''
:Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

'''(H5.63)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Silicone Expansion Joint Sealant Systems shall be in accordance with Sec 717.

'''(H5.64)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

'''(H5.65)'''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

'''(H5.66) Place this note near "Plan of Slab".'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical leg of angle at the expansion joint system.

'''(H5.67)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.

'''(H5.68) Use note with polymer concrete next to silicone sealant.'''
:Polymer concrete shall be in accordance with Sec 623.

==== H5f. Alternate Expansion Joint Systems ====

'''(H5.70) Use the following table and notes with alternate expansion joint system.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Expansion Joint System
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black; border-right:1px solid black;"|Type of Expansion Joint System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Type Used (<math>\, \sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Preformed Compression Seal Expansion Joint System
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silicone Expansion Joint Sealant System
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| 
|}
:MoDOT construction personnel will complete column labeled "Type Used (<math>\, \sqrt{}</math>)".

:The contractor shall select one of the alternate expansion joint system listed in the table. The alternate expansion joint system method of measurement and basis of payment shall be in accordance with Sec 717.

=== H6. Pouring and Finishing Concrete Slabs ===

'''I-Beam, Plate Girder Bridges - Continuous Slabs'''

'''(H6.1)'''
:The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.

'''Prestressed Concrete Structures - Continuous Spans'''

'''(H6.4)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at the rate given.

'''(H6.5)'''
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.

'''(H6.6) Omit underlined part on non-integral end bents.'''
:The concrete diaphragm at the intermediate bents and integral end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.

'''Prestressed Double-Tee Concrete Structures'''

'''(H6.9)'''
:The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.

'''(H6.10)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.

'''Solid or Voided Slab Structure - Continuous and Simple Spans'''

'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See 751.10.1.12 Slab Pouring Sequences]]'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than (*) cubic yards per hour. The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.

'''Steel and Prestressed Structures - Simple Spans'''

'''(H6.15)'''
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.

Widen, Extension, Repair, and Stage Construction

'''(H6.17) Underline part not required when forms stay in place permanently. Place note on the plans when the closure pour is specified on the design layout.'''
:Expansive Class B-2 concrete shall be used in the closure pour. Forms shall be released before the closure pour.

'''All Structures with Longitudinal Construction Joints'''

'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint. [[Image:751.50 circled 1.gif]] shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
:The longitudinal construction joint may be omitted with the approval of the engineer. When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of  [[Image:751.50 circled 1.gif]] .

=== H7. Slab Drains ===

'''(H7.1)'''
:Slab drains may be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.

'''(H7.1.1)'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.

'''(H7.2) Use with wearing surface.'''
:Outside dimensions of drains are 8" x 4" piece "A" is 8 3/4" x 4 3/4" and piece "B" = 8" x 4".

'''(H7.3) Use with wearing surface.'''
:Piece "A" shall be cast in the concrete. Prior to placement of wearing surface, piece "B" shall be inserted into piece "A".

'''(H7.4)'''
:Locate drains piece "A"(*) in slab by dimensions shown in Part Section Near Drain.

'''(H7.5)'''
:Shift reinforcing steel in field where necessary to clear drains.

'''(H7.6)'''
:The drains pieces "A" and "B", (*) coil inserts and bracket assembly shall be galvanized in accordance with ASTM A123.

'''(H7.7)'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.

'''(H7.8)'''
:The coil insert required bolt hole for the bracket assembly attachment shall be located on the Prestressed I-Girder Prestressed Bulb-tee Plate Girder Wide Flange Beam shop drawings.

'''(H7.9)'''
:Shop drawings will not be required for the slab drains and the bracket assembly.

(*) Use with wearing surface.

'''Place the following notes (H7.10) and (H7.11) on the Prestressed I Girder slab drain standard.'''

'''(H7.10)'''
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.

'''(H7.11)'''
:The bolt required to attach the slab drain bracket assembly to the prestressed girder web shall be supplied by the prestressed I-Girder fabricator.

'''(H7.12)'''
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.

=== H8. Blank ===

=== H9. Thrie Beam Rail ===

'''(H9.2)'''
:Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).

'''(H9.3)'''
:All bolts, nuts, washers, and plates and elastomeric materials will be considered completely covered by the contract unit price for Bridge Guard Rail (W-Beam) Bridge Guard Rail (Thrie Beam) other items.

'''(H9.4) Use underline part for temporary bridges.'''
:All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication except for bottom plate. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.

'''(H9.5) Use post instead of blockout for temporary bridges'''.
:Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be 3" x 1 3/4" and placed between the blockout post and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.

'''(H9.6) Use only when a base plate is used.'''
:Rail posts shall be seated on elastomeric pads having the same dimensions as the post base plate and 1/16" thickness. Such pads may be any elastomeric material, plain or fibered, having hardness (Durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.

'''(H9.7)'''
:At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.8)'''
:At the thrie beam connection to blockout on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

'''(H9.9)'''
:Minimum length of thrie beam sections is equal to one post space.

'''(H9.10)'''
:5/8"ø button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.

'''(H9.11)'''
:Thrie beam guardrail on the bridge shall be 12 gage steel.

'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
:Posts, cap rail angles, top plates, base plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.

'''(H9.15) Use post instead of blockout for temporary bridges.'''
:Washers shall be used at all post bolts between the bolt head and beam. The flat washers shall be rectangular in shape, 3" x 1 3/4" x 3/16" minimum and with a 11/16" x 1" slot, or when necessary of such design as to fit the contour of the beam. A 3" x 1 3/4" x 5/8" rectangular washer shall be used between the blockout and the thrie beam rail.

'''(H9.16)'''
:Special drilling of the thrie beam may be required at the splices. All drilling details shall be shown on the shop drawings.

'''(H9.17''')
:Fabrication of structural steel shall be in accordance with Sec 1080.

'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
:Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends. When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.

'''(H9.19) Do not with prestress double-tee or temporary bridge structures.'''
:In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''Do not use any of the following notes for temporary bridges.'''

'''(H9.20) Use with prestress double-tee structures.'''
:Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 ft.

'''(H9.21)'''
:Shim plates 6" x 6" x 1/16" may be used between the top of the post and the channel member as required for vertical alignment.

'''(H9.22)'''
:See slab sheet for rail post spacing.

'''(H9.23)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.

'''(H9.24)'''
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.

'''(H9.25)'''
:Shim plates 6" x 3" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.26)'''
:Shim plate shall be galvanized after fabrication.

'''(H9.27)'''
:Shim plates 6" x 6" x 1/16" may be used between post W6x20 and 6" x 6" x 3/8" plate and shim plates 6" x 3 1/2" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.

'''(H9.28)'''
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.

'''Use the following notes where required and with temporary bridges thrie beam sheet.'''

'''(H9.30''')
:Grade A321 threaded rods with 2 hex nuts and washers may be substituted for the A307 anchor bolts.

'''(H9.31)'''
:If type "A" guardrail is not attached to ends of the temporary structure, flared ends shall be required. The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.

'''(H9.32)'''
:Contractor shall verify all dimensions in field before ordering materials.

'''(H9.33)'''
:See preceding sheet for rail post spacing.

'''(H9.34)'''
:At the bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at the entrance ends only unless required at the exit.

'''(H9.35)'''
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars. Bottom plate shall not be galvanized.

'''(H9.36)'''
:The size of the base and bottom plate may be increased depending on which grid option is used.

'''(H9.37)'''
:Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.

'''(H9.38)'''
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.

=== H10. Barrier Curbs ===

==== H10a. Safety, Median, Type C & D ====

'''(H10.1)'''
:Top of safety median barrier curb (Type C) (Type D) and median barrier curb shall be built parallel to grade with barrier curb joints (Except at end bents) normal to grade.

'''(H10.2)'''
:All exposed edges of safety median barrier curb (Type C) (Type D) and median shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H10.3)'''
:Payment for all concrete and reinforcement, complete-in-place will be considered completely covered by the contract unit price for safety median barrier curb (Type C) (Type D) per linear foot.

'''(H10.4)'''
:Concrete in the safety median barrier curb (Type C) (Type D) shall be Class B-1.

'''(H10.5) Use for safety barrier curb.'''
:Measurement of safety barrier curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.

'''(H10.6) Use for safety barrier curb or barrier curb (Type D) near median.'''
:Measurement of safety barrier curb (Type D) is to the nearest linear foot for each structure, measured along the outside top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7) Note shall be used for median barrier curb and median barrier curb (Type C).'''
:Measurement of median barrier curb (Type C) is to the nearest linear foot for each structure, measured along the top of slab from end of slab to end of slab centerline to centerline of sleeper slab.

'''(H10.7.1) Notes shall be used on all barrier curbs (See [[620.4 Delineators (MUTCD Chapter 3D)#620.4.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''
:Concrete traffic barrier delineators shall be placed on top of the safety median barrier curb (Type C) (Type D) as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for "Safety Median Barrier Curb (Type C) (Type D)".

:Delineators on bridges with two-lane traffic shall have retroreflective sheeting on both sides.

'''The following notes shall be placed under cross-section thru safety barrier or median barrier curb.'''

'''(H10.8)'''
:Use a minimum lap of 2'-11" for #5 horizontal safety median barrier curb (Type C) (Type D) bars.

'''(H10.9)'''
:The cross-sectional area for each curb above the slab = (*) sq. ft.

:{|
|(*)||2.28 for a 16" safety barrier curb.
|-
|||2.96 for a median barrier curb.
|-
|||3.49 for a barrier curb (Type D).
|-
|||4.70 for a median barrier curb (Type C).
|}

'''The following notes shall be used for double-tee structures.'''

'''(H10.10)'''
:Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.

'''(H10.11)'''
:Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with ASTM A153.

'''(H10.12)'''
:Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''Elevation of Safety Barrier Curb'''

'''(H10.12.1)'''
:Longitudinal dimensions are horizontal arc dimensions.

'''(H10.12.2)'''
:Longitudinal dimensions are along top of safety barrier curb outside edge of slab parallel to grade.

'''(H10.13)'''
:(<math>\, **</math>) The R3 M3 bar and #5 bottom transverse slab bar in cantilever (P/S panels only) combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.14)'''
:Note: Use a minimum lap of 2'-0" between K9 and K10 bars.

'''(H10.15)'''
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.

'''(H10.16)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Curing Compound in accordance with Sec 1055 and sealed in accordance with Sec 703. The contractor shall remove all curing compound in accordance with the manufacturer’s recommendations before the concrete sealer is applied.

'''(H10.17)'''
:(<math>\, *</math>) The M1 and M2 bar combination may be furnished as one bar, as shown, at the contractor's option. (All dimensions are out to out.)

'''(H10.18)'''
:Concrete in the barrier curb (Type D) and median barrier curb Transition (Type D) shall be Class B-1.

==== H10b. Slip Form Option ====

'''Optional slip form barrier curb details shall be placed on all jobs (except P/S Double-tee Structures) where applicable.'''

'''Add #5 crisscross bars for slip-form option. Base the length of these bars on the shortest distance between joints and use typically on each side of joints throughout structure.'''

'''(H10.81)'''
:Joint sealant and backer rods shall be used on all slip-form barrier curbs (Type C) instead of joint filler and shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints (except at end of slab of the end bents).

'''(H10.82)'''
:Plastic waterstop shall not be used with slip-form option.

'''(H10.83)'''
:For Slip-Form Option, all sides of the safety median barrier curb (Type C) (Type D) shall have a vertically broomed finish and the curb top shall have a transversely broomed finish.

'''(H10.84)'''
:C Bars (Slip-form option only) shall be used in addition to cast-in-place conventional forming reinforcement for bridge safety median barrier curb (Type C) (Type D).

'''(H10.85)'''
:Cost of silicone joint sealant and backer rod complete-in-place will be considered completely covered by the contract unit price for Safety Median Barrier Curb (Type C) (Type D).

'''(H10.86)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Compound in accordance with Sec 1055. Surface sealing for concrete in accordance with Sec 703 is not required. Application of linseed oil at the contractor's expense is permitted.

==== H10c. Temporary ====

'''(H10.90)'''
:Method of attachment for the Type F Temporary Barrier shall be the Tie-Down Strap Bolt through deck.

'''(H10.91)'''
:Temporary Barrier shall not be attached to the bridge.

=== H11. Miscellaneous ===

'''Construction Joint'''

'''(H11.1)'''
:Finish each side of joint with a 1/4 inch radius edging tool.

'''Pin and Flat Hexagonal Nut'''

'''(H11.2)'''
:{|cellpadding="0"
|Material:||Pin = ASTM A688 (Class F)
|-
| ||Nut = ASTM A709 Grade 36
|}

'''Plastic Waterstop (Use in the Curb and Parapet filled joints as specified in [[751.12_Protective_Barricades#751.12.2.8_Plastic_Waterstop|Section 751.12.2.8 Plastic Waterstop]])'''

'''(H11.3)'''
:Plastic waterstop shall be placed in all safety median barrier curb (Type C) (Type D) filled joints, except structures with superelevation, use on all lower barrier curb joints only.

'''(H11.4)'''
:Cost of plastic waterstop, complete-in-place, will be considered completely covered by the contract unit price for Concrete Safety Median Barrier Curb (Type C) (Type D).

'''Sign Supports'''

'''(H11.5)'''
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.

'''(H11.6)'''
:Payment for furnishing and erecting approximately     pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.

'''Plan of Slab: All Structures'''

'''(H11.8)'''
:Longitudinal slab dimensions are measured horizontally.

'''Pedestrian Guard Fence (Chain Link Type): General Notes'''

'''(H11.10)'''
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.

'''(H11.11)'''
:All rail post shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of rail posts.

'''(H11.12)'''
:Payment for furnishing, galvanizing and erecting the fence and frame complete with anchor bolts and washers will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.

'''(H11.13)'''
:Dimensions of pedestrian guard fence are measured horizontally.

'''(H11.14)'''
:The maximum spacing allowed for the braced panels (Pull posts) is 100 ft.

'''(H11.15)'''
:Connect the lower end of the 1/2"ø rod to the end of the braced panel to which the stretcher bar is attached.

'''(H11.16)'''
:(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the bottom outside edge of the sidewalk curb from      to     .

'''(H11.17)'''
:Core wire size for wire fabric shall be 6 gage minimum.

'''Sidewalks'''

'''(H11.20)'''
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

'''(H11.21)'''
:Payment for all concrete and reinforcement complete-in-place will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.

'''(H11.22)'''
:Concrete in the sidewalk shall be Class B-2.

'''(H11.23)'''
:Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of safety barrier curb to the outside edge of sidewalk and from end of slab to end of slab.

'''Expansion Device Movement Gauge'''

'''(H11.24)'''
:A movement gauge shall be provided on one side of bridge at all safety barrier curb expansion joints.

'''(H11.25)'''
:All steel shall be galvanized.

'''(H11.26)'''
:Cost of movement gauge complete-in-place will be considered completely covered by the contract unit price for Safety Barrier Curb.

== I. Revised Structures Notes ==

=== I1. General ===

'''(I1.1)'''
:Outline of old work is indicated by light dashed lines. Heavy lines indicate new work.

'''(I1.2)'''
:Contractor shall verify all dimensions in field before ordering new material.

'''(I1.3)'''
:Bars bonded in old concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, old bars shall extend into new concrete at least 40 diameters for smooth bars and 30 diameters for deformed bars, unless otherwise noted.

'''Use the following notes where a broken concrete surface has no new concrete against it. Use bituminous paint below ground line and qualified special mortar above ground line.'''

'''(I1.4)'''
:The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved bituminous paint qualified special mortar in accordance with Sec 704.

'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
:Joint shall be cleaned per the manufacturers recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.

'''Concrete Slab with Overlay'''

'''(I1.10) Use note for all wearing surfaces except epoxy polymer concrete overlay.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. The cost of furnishing and installing the overlay will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of overlay.

'''(I1.10a) Use note for total surface hydrodemolitions.'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. See Special Provisions for Method of Measurement.

'''(l1.11) Use note for only epoxy polymer concrete overlay.'''
:The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the epoxy polymer concrete.

'''(l1.12) Use note only with preventive maintenance jobs.'''
:Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.

'''(I1.13) Use the following table and notes with alternate concrete wearing surfaces.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Concrete Wearing Surface
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Concrete Wearing Surface
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used (<math>\sqrt{}</math>)
|-
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Low Slump Concrete Wearing Surface
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silica Fume Concrete Wearing Surface
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"| 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| 
|-
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (<math>\sqrt{}</math>)".
|-
|align="left" colspan="2"|The contractor shall select one of the alternate concrete wearing surfaces listed in the table. The alternate concrete wearing surface method of measurement and basis of payment shall be in accordance with Sec 505.
|}

'''Removal and Storage of Existing Bridge Rails'''

'''(I1.20)'''
:The existing bridge rails and posts shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at     .

'''Extension of Box Culverts'''

'''(I1.41)'''
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the old structure.

'''(I1.42)'''
:Bottom of new slab shall be built flush with the bottom of slab of the old box and the height of walls varied as necessary to extend the walls into rock as specified.

'''Making End Bents Integral'''

'''(I1.51)'''
:The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-2 surface preparation before concrete is poured. Payment for cleaning steel to be encased in concrete will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''(I1.52)'''
:The ___ bars are segmented bars for ease of placement of bars through girder web holes between girders. The total bar lengths for ___ bars shown in Bill of Reinforcing Steel allow for one splice with a lap splice length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment lengths will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.

'''(I1.53)'''
:Cost of field drilling holes in existing plate girder wide flange beam webs will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

'''Curb Block-Out'''

'''(I1.60)'''
:7/8"ø Threaded Rods with nuts and washers shall be used in place of 7/8"ø Bolts (ASTM A307).

'''(I1.61)'''
:1"ø holes shall be drilled through existing end post for placement of 7/8"ø threaded rods, nuts, and washers.

'''Widening'''

'''(I1.62)'''
:Dimensions:
:      Longitudinal dimensions are based on the original design plans.

'''(I1.63)'''
:Traffic:
:      Maintain one lane of traffic during construction (see Roadway Traffic Control Plans).

'''(I1.64''')
:Stringer Support:
:      All existing stringers in the span being strengthened shall be raised simultaneously <math>\, *</math> at jacking point and supported during welding of new steel plates.

'''(I1.65)'''
:The temporary supports must be capable of safely supporting a service load of approximately <math>\, **</math> tons per stringer (factor of safety not included) (see Special Provisions).

'''(I1.66)'''
:<math>\, *</math> Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.

=== I2. Resin & Cone Anchors ===

'''Use Resin Anchors unless concrete depths are insufficient.'''

'''(I2.1)'''
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.

'''(I2.2) * Pay item in which resin anchor system is embedded.'''
:Cost of furnishing and installing the resin anchor system complete-in-place will be considered completely covered by the contract unit price for *.

'''(I2.3)'''
:The minimum embedment depth in concrete with <math>\, f'_c</math> = 4,000 psi for the resin anchor system shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".

'''Note to designer:''' A minimum factor of safety of 2 should be used when determining the number of anchors to be used.

'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
:A An epoxy coated #**** Grade 60 reinforcing bar ***** long shall be substituted for the ******</u.>ø threaded rod.

{|
|****||Bar size.
|-
|*****||Length of bar required by design.
|-
|******||Diameter of threaded rod.
|}

'''Cone Expansion Anchors'''

'''(I2.30) *** Pay item in which cone expansion anchor is embedded.'''
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for ***.

'''(I2.31)'''
:The *" diameter cone expansion anchors shall have a minimum ultimate pullout strength of ** lbs. in concrete with <math>\, f'_c</math> = 4,000 psi.

{|style="text-align:center;"
|-
|width="100pt"|* DIAMETER||width="100pt"|** PULLOUT
|-
|3/8"||3,900
|-
|1/2"||7,500
|-
|5/8"||10,800
|-
|3/4"||12,000
|}

=== I3. Special Repair Zones ===

'''(I3.1)'''
:Any half-soling required in the areas designated as special repair zones shall be completed in alphabetical sequence. Any repair in the remainder of the bridge that is adjacent to Zone A and not designated as a special repair zone shall be completed prior to work in Zone A.

'''(I3.2)'''
:Removal and repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone. Before placing concrete in areas adjacent to areas of subsequent repair, the concrete shall be separated with a material such as polyethylene sheets to aid in removal of old concrete.

'''(I3.5) Use for structures with multiple column bents.'''
:Zones with the same letter designation may be repaired at the same time.

'''(I3.6) Use for structures with single column bents.'''
:Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent.

'''(I3.10) Use for voided or solid slab structures.'''
:If any single repair area does not exceed 4 square feet in size and the total repair within a special repair zone does not exceed 12 square feet, the special repair zone requirement does not apply for that zone. Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.

'''(I3.11) Use for voided slab structures.'''
:An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for repairing concrete deck (half-soling).

'''(I3.12) Use for voided slab structures.'''
:When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for deck repair with void tube replacement.

'''Use following notes for box and deck girder structures.'''

'''(I3.16)'''
:Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a concrete girder and is more than 18 inches in length along the girder, the concrete removal shall stop at the centerline of girder and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the girder that is undergoing repair.

'''(I3.17)'''
:When the full depth repair extends over a diaphragm or girder and the deteriorated concrete extends into the diaphragm or girder, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in girders shall not be removed below the deck haunch of the girder without prior review and approval from the engineer.

'''Use following notes for box girder structures.'''

'''(I3.20)'''
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.

'''(I3.21)'''
:If any single repair area does not exceed 9 square feet in size and the total repair within a special repair zone does not exceed 27 square feet, the special repair zone requirement does not apply for that zone. Half-soling repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.

== J. MSE Wall Notes ==

=== J1. General ===

'''(J1.1)'''
:Factor of safety shall be 2.0 for overturning, 1.5 for sliding and 2.0 for bearing.

'''(J1.2)'''
:The cost of joint filler and joint seal, complete-in-place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type A D). See Roadway Plans.

'''(J1.3)'''
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.

'''(J1.4)'''
:ø =    ° for backfill material to be retained by the mechanically stabilized earth wall system.

'''(J1.5)'''
:ø =    ° for foundation material the wall is to rest on.

'''(J1.6)'''
:ø ≥ 34° for the select granular backfill for structural systems.

'''(J1.7)'''
:Design ø = 34° for the select granular backfill for structural systems.

'''(J1.8)'''
:All concrete for leveling pad and coping shall be Class B or B-1 with <math>\, f'_c</math> = 4000 psi.

'''(J1.9)'''
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project is available from the Project Contact upon written request.

'''(J1.10)'''
:Panel reinforcement shall be epoxy coated.

'''(J1.11)'''
:Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.

'''(J1.12)'''
:A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.

'''(J1.13)'''
:Coping shall be required on this structure unless a small block system is used. Bond breaker (roofing felt or other approved alternate) between wall panel and coping required if coping is cast in place.

'''For Battered Walls'''

'''(J1.14)'''
:The top and bottom elevations are given for a vertical wall. If a battered wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.

:The baseline of the wall shown is for a vertical wall. If a battered wall system is used, this baseline shall correspond to Elevation         .

'''For Walls Near Bridge Abutments (Responsibility of Bridge Division)'''

'''(J1.15)'''
:The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)

'''PREQUALIFIED MSE WALL SYSTEMS'''

'''(J1.16)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
|-
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|MSE Wall Systems Data Table
|-
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Proprietary Wall Systems
!colspan="4" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Combination Wall Systems
|-
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|System
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Geogrid Manufacturer
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
|-
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|  
|-
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|  
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|  
|-
|colspan="6" align="left"|MSE Wall Systems Data Table is to be completed by MoDOT construction personnel to record the manufacturer of the proprietary wall system or the manufacturers of the combination wall system that was used for constructing the MSE wall.
|}

'''(J1.17)Use when wall is required to be built vertical. Small block walls can not be built vertical.'''
:The MSE wall system shall be built vertical.

'''(J1.18) Use when only the small or large block wall is required. Do not use note when small and large blocks can be used.'''
:The MSE wall system shall be a small large block wall system in accordance with Sec 720.

'''(J1.19)'''
:Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.

'''(J1.20)'''
:Adjustment in the vertical alignment of the drainage pipes from that depicted in the plans may be necessary to ensure positive flow out of the drainage system.

:Outlet ends of pipes shall be located to avoid clogging or flow into the drainage system.

'''(J1.21)'''
:Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone as required by manufacturer.

== K. Approach Slab Notes ==

=== K1. General ===

'''(K1.1)'''
:All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (<math>\, f'_c</math> = 4,000 psi).

'''(K1.2)'''
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.

'''(K1.3)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with <math>\, F_y</math> = 60,000 psi.

'''(K1.4)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

'''(K1.5)'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by lap splicing the #4 & #6 bars 18" and 2'-2" respectively.

'''(K1.6)'''
:Mechanical bar splices shall be in accordance with Sec 706.

'''(K1.7)'''
:<math>\, *</math> Seal joint between vertical face of approach slab and wing with "Silicone Joint Sealant for Saw Cut and Formed Joints" in accordance with Sec 717.

'''(K1.9)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

'''(K1.11)'''
:The contractor shall pour and satisfactorily finish the bridge or semi-deep slab before pouring the bridge approach slabs.

'''(K1.12)'''
:Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge or semi-deep slab.

'''(K1.14)'''
:Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Bridge) per sq. yard.

'''(K1.15)'''
:For Concrete Approach Pavement details, see roadway plans.

'''(K1.17)'''
:See Missouri Standard Plans Drawing 609.00 for details of Type A Barrier Curb.

'''(K1.18)'''
:With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.

'''(K1.19)'''
:At the contractor's option, Grade 40 reinforcement may be substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment. No additional payment will be made for this substitution.

'''(K1.20)'''
:When Grade 40 reinforcement is substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment, the reinforcement may be bent up to 90 degrees with a 2" minimum radius near the abutment to allow compaction of the backfill material near the abutment. Damage to epoxy coating shall be repaired in accordance with Sec 710.

'''(K1.21)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.

[[Category:751 LRFD Manual General]]

751.31 Open Concrete Intermediate Bents

2009-11-06T16:36:26Z

EPG-Admin: Correction to table in 751.31.4.2. Originally input incorrectly into EPG.

==751.31.1 General==
===751.31.1.1 Material Properties===
'''Concrete'''

Typically, intermediate bents on footings shall consist of:

:Class B Concrete (Substructure) <math>\, f'_c</math> = 3.0 ksi
:::::::::<math>\, n</math> = 10

Typically, intermediate bents on drilled shafts shall consist of:
:Class B-1 Concrete (Substructure) <math>\, f'_c</math> = 4.0 ksi
:::::::::<math>\, n</math> = 8

In addition, Class B-1 Concrete (Substructure) may also be used in special cases (See Project Manager). The following equations shall apply to both concrete classes:

{|
|-
|Concrete modulus of elasticity, ||<math>\, \ E_c \ = \ 33000{K_1}{w_c}^{1.5} \sqrt{f'_{c}}</math>
|-
|}
:Where:
::<math>\, \ w_c</math> = unit weight of non-reinforced concrete = 0.145 kcf
::<math>\, \ K_1</math> = correction factor for source of aggregate = 1.0

{|
|-
|Modulus of rupture:||For minimum reinforcement, ||<math>\, \ f_r \ = \ 0.37 \sqrt{f'_{c}}</math>
|-
| ||For all other calculations,||<math>\, \ f_r \ = \ 0.24 \sqrt{f'_{c}}</math>
|-
|}

<math>\, \sqrt{f'_{c}}</math> is in units of ksi

'''Reinforcing Steel'''
{|
|-
|Minimum yield strength, ||<math>\, \ f_y = </math>60.0 ksi
|-
|Steel modulus of elasticity,||<math>\, \ E_s = </math>29000 ksi
|-
|}

===751.31.1.2 Rigid Frame- No Tie or Web Beam===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Rigid Frame.gif]]

</center>
Beam

:A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the
::nearest 1”. Use square ends.

:B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or
::column diameter + 6”. (6” increments) (*)

:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

:(*) Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

:D = Column diameter. 2’-6” minimum. Use 3’-0” minimum when the beam depth exceeds 3’-6”. (6” increments)

:D' = Beam width overhang. Controlled by one of the following:
::1) Beam width controlled by superstructure requirements

:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

::2) Beam width controlled by minimum support length required for earthquake criteria.
:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

:L = Spacing as determined by design, with no limit. (1” increments)

:G = Overhang as determined by design, with no limits.

:H = Column height as required by grade and footing elevations. Use construction joint in column when H exceeds 35’-0”.

:NOTE: Try to keep columns and beams the same size where possible for economy of construction.

===751.31.1.3 Web Beam – Web Supporting Beam===
<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Web Beam Supporting Beam.gif]]
</center>
Beam

:A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the
::nearest 1”. Use square ends.

:B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or
::column diameter + 6”. (6” increments) (*)

:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

:(*) Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

:D = Column diameter. 3’-0” minimum. (6” increments)

:D' = Beam width overhang. Controlled by one of the following:
::1) Beam width controlled by superstructure requirements

:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

::2) Beam width controlled by minimum support length required for earthquake criteria.
:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

:L = Spacing as determined by design, with 35'-0" maximum. (1” increments)

:G = Overhang as determined by design, with no limits.

:H = Column height as required by grade and footing elevations.

Webs
:T = Web thickness. For a 3’-0” column diameter, use T = column diameter. For column diameters ≥ 3’-6”, use T = 0.5 x (column diameter).
:H' = See bottom elevations of web given on the Design Layout.

:NOTE: Try to keep columns and beams the same size where possible for economy of construction.

===751.31.1.4 Tie Beam===
<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Tie Beam.gif]]
</center>
Beam

:A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the
::nearest 1”. Use square ends.

:B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or
::column diameter + 6”. (6” increments) (*)

:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

:(*) Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

:D = Column diameter. 3’-0” minimum. (6” increments)

:D' = Beam width overhang. Controlled by one of the following:
::1) Beam width controlled by superstructure requirements

:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

::2) Beam width controlled by minimum support length required for earthquake criteria.
:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

:L = Spacing as determined by design, with 30'-0" maximum. (1” increments)

:G = Overhang as determined by design, with no limits.

:H = Column height as required by grade and footing elevations.

Tie Beam
:T = Tie beam thickness. Minimum T = 0.5 x (column diameter).
:H' = See bottom elevations of tie beam given on the Design Layout. Minimum H' = 2 x T (round to the next foot higher).

:NOTE: Try to keep columns and beams the same size where possible for economy of construction.

===751.31.1.5 Tie Beam with Change in Column Diameter===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Tie Beam with Changing Column Diameter.gif]]
</center>

Beam

:A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the
::nearest 1”. Use square ends.

:B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or
::column diameter + 6”. (6” increments) (*)

:C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

:(*) Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

:D1 = Column diameter. 3’-0” minimum. (6” increments)

:D2 = Column diameter, Minimum of (D1 + 6”). Check lap of vertical reinforcement required. See Structural Project Manager.

:D' = Beam width overhang. Controlled by one of the following:
::1) Beam width controlled by superstructure requirements

:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

::2) Beam width controlled by minimum support length required for earthquake criteria.
:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

:L = Spacing as determined by design, with a 30’-0” maximum with tie beams and no limit without tie beams. (1” increments)

:G = Overhang as determined by design, with no limits.

:H = Column height as required by grade and footing elevations.
:H' = Approximately 0.5 x H. Top of tie beam should be at the same elevation as the top of the larger diameter columns in order to
::minimize the number of construction joints. Top of tie beam may be located on the Design Layout.

Tie Beam
:I = Depth as required by design. Minimum of 3’-0” (3” increments).
:J = Width as required by design. Minimum of (0.5 x D1).

:NOTE: Try to keep columns and beams the same size where possible for economy of construction.

===751.31.1.6 Hammer Head Type===

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Hammer Head Type.gif]]
</center>

Beam
:L = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the
:nearest 1”. Use square ends.

:B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or
:column width + 6”. (6” increments) (*)

:C = Depth as required by design. 2’-6” minimum and no less than the column width. (3” increments) (*)

:E = Depth as required by design (see “F”)

:F = Angle as required by design (20° maximum)

:(*) Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

:A = Length as required by design, approximately L/3. Use round ends for column.

:D = Width as required by design with a minimum of 2’-6”. (6” increments)

:D' = Beam width overhang. Controlled by one of the following:

::1) Beam width controlled by superstructure requirements
:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

::2) Beam width controlled by minimum support length required for earthquake criteria.
:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 15”

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

===751.31.1.7 Collision Walls===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Collision Walls.gif]]
</center>
'''Structure Over Railroad, Track on One Side of Bent'''

These details are typical for bents with two or more columns.

Column faces located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this manual. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.
:
{|
|-
|valign="top"|1=||colspan=2|For column spacing over 25’-0”, see Structural Project Managers.
|-
|valign="top"|2=||colspan=2|6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
|-
|valign="top"|3=||colspan=2|In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.
|-
|4= ||
{|border=1 cellspacing=1 cellpadding= 1
|-
|Diameter of Column||2’-6”||3’-0”||≥ 3’-6”
|-
|Width of Collision Wall||3’-0” (**)||3’-6” (**)||2’-6” min.
|-
|}
|| 
|-
|}
(*) AREA–American Railway Engineering Association

(**) To facilitate construction, match the back face of collision wall to the face of column.

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Collision Walls Two Track.gif]]
</center>

'''Structure Over Railroad, Track on Both Sides of Bent'''

These details are typical for bents with two or more columns.

Column faces located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this manual. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.
{|
|-
|valign="top"|1=||For column spacing over 25’-0”, see Structural Project Managers.
|-
|valign="top"|2=||6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
|-
|valign="top"|3=||In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.
|}

(*) AREA – American Railway Engineering Association

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Collision Walls Single Column Bent.gif]]
</center>

'''Structure Over Railroad, Track on One Side of Single Column Bent'''

These details are typical for bents with one column.

Column face located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this manual. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.

{|
|-
|valign="top"|1=||6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
|-
|valign="top"|2= ||In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.
|-
|valign="top"|3=||
{|border=1 cellpadding=1 cellspacing=1
|-
|Diameter of Column||2’-6”||3’-0”||≥ 3’-6”
|-
|Width of Collision Wall||3’-0” (**)||3’-6” (**)||2’-6” min.
|-
|}
|}
(*) AREA – American Railway Engineering Association

(**) To facilitate construction, match the back face of collision wall to the face of column.

==751.31.2 Design==
===751.31.2.1 Limit States and Factors===
In general, each component shall satisfy the following equation:

<math>\,Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r</math>

Where:
{|
|<math>\,Q</math>|| = Total factored force effect
|-
|<math>\,Q_i</math>|| = Force effect
|-
|<math>\,\eta_i</math>|| = Load modifier
|-
|<math>\,\gamma_i</math>|| = Load factor
|-
|<math>\,\phi </math>|| = Resistance factor
|-
|<math>\,R_n</math>|| = Nominal resistance
|-
|<math>\,R_r</math>|| = Factored resistance
|}

'''Limit States'''

The following limit states shall be considered for bent design:

:''STRENGTH – I''
:''STRENGTH – III''
:''STRENGTH – IV''
:''STRENGTH – V''
:''SERVICE – I''
:''EXTREME EVENT– II''

See LRFD Table 3.4.1-1 and LRFD 3.4.2 for Loads and Load Factors applied at each given limit state. The minimum load factor for TU should be used in the application of temperature forces. Maximum load factor for TU is used in calculating deformations only.

Service dead loads only are required for the beam cap rupture check. See LRFD DG Sec. 3.71.2.3.

'''Resistance factors'''

:''STRENGTH'' limit states, see ''LRFD 5.5.4.2''
:For all other limit states, Ø = 1.00

[[751.2_Loads#Load Modifiers|Load Modifiers]]

===751.31.2.2 Loads===

''Dead Loads''
:Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Loads from concrete slab spans shall be applied as uniformly distributed loads.

''Live Loads''
:Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Dynamic load allowance (impact) should be included for the design of the beam, web supporting beam and top of columns. No dynamic load allowance should be included for bottom of column, tie beams or footing design.

''Temperature and Shrinkage''
:The effect of temperature and shrinkage from the superstructure shall be considered. Columns and footings shall be analyzed for moments normal to the bent due to the horizontal deflection of the top of the bent due to bearings with high friction coefficients.

:The effect of temperature should be applied at the top of the substructure beam.

''Buoyancy''
:The effect of buoyancy should be analyzed when specified on the Design Layout or by the Structural Project Manager.

''Earth Pressure''
:Moments due to the equivalent fluid pressure of earth on columns and webs shall be analyzed where the ground line at the time of construction or potential changes in the ground line indicate.

:Vertical earth loads on tie beams shall be applied as uniform loads for a column of earth equal to 3 times the width of the beam. The weight of earth for footing design shall be that directly above the footing, excluding that occupied by the column.

:The earth load above seal course shall be considered in computing pile loads. Refer to the Pile Footings portion of the guidelines for design and dimensions of pile.

:For horizontal earth loads the following shall be used:
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Horiz Earth Load Distributed to Columns.gif]]
</center>

(*) A factor of 2.0 is applied to the moment to allow for the possibility of the column resisting earth pressure caused by the earth behind the column twice the column width.

<center>
'''Horizontal Earth Load Distributed To Columns'''
</center>

''Collision''

:Collision walls are to be designed for the unequal horizontal forces from the earth pressure, if the condition exists (See Design Layout). The vertical force on the collision wall is the dead load weight of the wall (*). If a bent has three or more columns, design the steel in the top of the wall for negative moment.

(:*) For footing design, the eccentric dead load moment due to an unsymmetrical collision wall shall be considered.

''Seal Course''

:The weight of the seal course shall not be considered as contributing to the pile loads, except for unusual cases (See Structural Project Manager).

===751.31.2.3 General Design Assumptions===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- General Intermediate Bent Elevation.gif]]

(*) Use only if specified on the Design Layout or as stated by the guidelines in this section.

(**) For column spacings greater than 30'-0", tie beams are not to be used, unless the web supports the beam.

'''Elevations for General Intermediate Bent'''

</center>
''General''
:The following are general design guidelines for the design of intermediate bents.

:Rigid frame design is to be used for designing Intermediate Bents and Piers.

:The joint between the beam and column, and web or tie beam and column, shall be assumed to be integral for all phases of design and must be analyzed for reinforcement requirements as a “Rigid Frame”.

:The joint between the column and footing is assumed to be “fixed”, unless foundation flexibility needs to be considered as required by the Structural Project Manager.

''Beam''
:Beams shall be designed for vertical loads, including a dynamic load allowance (impact) and components of horizontal forces.

:The gross concrete section, without contribution from reinforcement, shall not rupture under service dead loads. In addition, longitudinal reinforcement shall be distributed to control cracking at the Service-I limit state.

:Fatigue design should not control the size of reinforcement in the beam. LRFD 5.5.3.2 may be ignored for open concrete intermediate bents.

:The minimum reinforcement shall be such that the factored flexural resistance, Mr, is greater than or equal to the lesser of:

:*1.2 times the cracking strength based on elastic stress distribution and the modulus of rupture, fr, of the concrete as specified in LRFD 5.4.2.6.
:*1.33 times the factored moment required by the applicable strength load combinations.

:Additional reinforcement is required in the sides of the beam. The following table gives adequate steel for both temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

:{|border=1 cellpadding=1 cellspacing= 1 style="text-align:center"
|+'''Additional side reinforcement required for reinforced concrete beam caps (per face)'''
|Beam Height, H||Number – Bar Size
|-
|H ≤ 36”||4 - #6
|-
|36” < H < 54”||5 - #6
|-
|54” ≤ H ≤ 72”||6 - #6
|-
|H > 72”||By Design (LRFD 5.7.3.4)
|-
|}

''Tie Beam''
:Use a tie beam when specified on the Design Layout or by the Structural Project Manager or when the unsupported height exceeds 30 feet, except as noted

:Do not use tie beams on grade separations.

:Do not use tie beams when column spacing exceeds 30 feet. For this situation, use a minimum column diameter of <math>\, Kl_u / 25 (K = 1.2)</math> in lieu of a tie beam.

:Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

''Unsupported Height''
:The unsupported height is the distance from the bottom of the beam to the top of the footing. If the distance from the ground line to the top of footing is <math>\, \ge</math> 10 feet, the unsupported height and the fixed point may be measured from the bottom of the beam to the ground line plus 1/2 the distance from the ground line to the top of the footing.

:For single column intermediate bents, the column shall be considered “fixed” at the top of footing for all conditions.

''Columns''
:Use round columns for all bridges, unless otherwise specified on the Design Layout.

:Tops of column shall be designed for vertical loads with consideration of dynamic load allowance (impact) and maximum components of horizontal forces. Bottom of columns do not require impact forces to be included.

:The minimum area of reinforcement, As, shall be taken as the greater of:

:*<math>\, \frac{0.135A_gf'_c}{f_y}</math>

:*<math>\, \ 0.01A_g</math>

:Where:

:<math>\, A_g</math>= gross area of section. (in.²)

:{|border=1 cellpadding=1 cellspacing=1 style="text-align:center"
|+'''Minimum Allowable Bars for Column Reinforcement Design'''
|Column Diameter||Vertical Reinforcement (Assuming 1% of Column Gross Area)
|-
|2’-6”||9 - #8
|-
|3’-0”||13 - #8
|-
|3’-6”||18 - #8
|-
|4’-0”||23 - #8
|-
|4’-6”||29 - #8
|-
|5’-0”||29 - #9
|-
|5’-6”||35 - #9
|-
|6’-0”||41 - #9
|-
|}

:The maximum reinforcement shall be limited by the following requirements:

:*<math>\, \ A_s \le 0.04A_g</math> (Preferred max for seismic design.)
:*<math>\, \ A_s \le 0.08A_g</math> (Absolute max, LRFD 5.7.4.2)
:*Spacing limitations given in this section.

:{|border=1 cellpadding=1 cellspacing=1 style="text-align:center"
|+'''Maximum Allowable Number of Bars for the Given Bar Sizes'''
|rowspan="2"|Column Diameter||colspan="4"|Maximum Number of Bars
|-
|#8||#9||#10||#11
|-
|2’-6”||18||18||17||15
|-
|3’-0”||22||22||21||18
|-
|3’-6”||26||26||26||22
|-
|4’-0”||30||30||30||25
|-
|4’-6”||34||34||34||29
|-
|5’-0”|| ||38||38||32
|-
|5’-6”|| ||43||42||36
|-
|6’-0”|| ||47||46||40
|-
|}

:Above table is applicable for standard dowel bar arrangments, see [[751.31_Open_Concrete_Intermediate_Bents#751.31.3.2_Column|751.31.3.2]].

:A preliminary economic analysis should be conducted before determining the number of columns and column spacing. For the analysis, assume the rates for Concrete, Class 1 and Class 2 Excavation, and Piles. Omit reinforcing bars in the cost analysis.

''Column Spacing''
:Columns, with the exception of web supporting beam type bents, shall be spaced, to the nearest 1”, in which balanced positive and negative beam moments are produced. A positive beam moment up to 10% larger than the negative beam moment is acceptable. Strength Limit State Load Combinations shall be used to determine column spacing.

:To estimate centerline-to-centerline spacing for a two column bent, use 72% of the distance from centerline of outside girder to centerline of outside girder. For a three column bent, use 44% of the centerline-to-centerline distance of outside girders.

''Footings''
:Footings shall be designed for vertical loads and maximum normal and parallel components of the horizontal forces.

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Elevations for Intermediate Bent with Web Beam.gif]]

'''Elevations for Intermediate Bent with Web Beam'''
</center>

'''Web Supporting Beam'''
:In analysis, web beams shall be modeled as plate elements. If the ability to model a web beam as a plate element is unavailable, the following may be considered:

''Simplified Model''
:The web itself is made up of several tie beams (typically 4 tie beams). The moment of inertia of an individual tie beam is equal to the moment of inertia of the web in the bent’s out-of-plane direction divided by the total number of tie beams.

:Any column segment which is connected to the web is treated as a prismatic member with moment of inertia in the bent’s out-of-plane direction <math>\, (I_z)</math> equal to the actual column moment of inertia in that direction, and with the moment of inertia in the bent’s in-plane direction <math>\, (I_y)</math> equal to the total moment of inertia of web in the bent’s in-plane direction divided by the total number of columns plus the moment of inertia of the column itself. The equivalent column diameter is assumed to be <math>\, \Bigg( \frac{64I_y}{\pi} \Bigg)^{0.25} </math>.

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Section Views for Intermediate Bent with Web Beam.gif]]

'''Section Views for an Intermediate Bent with Web Beam'''
</center>

In the above example, the moment of inertia of the column in the bent’s in-plane and out-of-plane directions can be calculated as:

{|
|-
|Out-of-plane->||<math>\, I_z = \frac { \pi (3.5 \times 12)^4}{64} (in.^4 )</math>
|-
| 
|-
|In-plane->||<math>\, I_y = \frac {(2 \times (17 \times 12) \times 21^3)}{(12)(3)} + \frac { \pi (3.5 \times 12)^4}{64} (in.^4)</math>
|}

The equivalent column diameter is then assumed to be <math>\, ( \frac{64I_y}{\pi})^{0.25} </math>.

Thus, the column can be treated as a telescoping column and then the moment magnifier or P-δ slenderness effects can be calculated.

Since the web is made up of 4 tie beams, the moment of inertia of the tie beams in the bent’s out-of-plane direction is:

<math>\, I_z = \frac{(21 \times (10 \times 12)^3)}{(12)(4)}(in.^4)</math>

''Reinforcement''
:Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

''Column Spacing''
:Columns shall be spaced so that the negative moment in the beam over the outside columns requires a minimum beam depth of 3.0 FT. No attempt should be made to use a column spacing that produces equal positive and negative beam moments. The negative moment is to be determined at the face of the column (for round columns, check moment at the face of an equivalent area square column).

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Elevations for Intermediate Bent with Tie Beam.gif]]

(*) Use a tie beam if specified on the Design Layout or if the design calls for one.

(**) For column spacing > 30’, tie beams are not to be used unless the web supports the beam

'''Elevations for Intermediate Bent with Tie Beam'''
</center>

'''Change in Column Diameter'''
:Use rigid frame design.

:If H’ ≤ 0.5H and no tie beam is used, the design may be done assuming the entire column to have the smaller diameter. This will result in a very small error.

''Columns''
:Use round columns for all bridges, unless otherwise specified on the Design Layout.

:Use two or more columns, as required for the more economical design.

''Column Spacing''
:Column spacing (to the nearest 1”) should be that which produces balanced positive and negative moments. A positive beam moment up to 10% larger than the negative beam moment is acceptable. Strength Limit State Load Combinations shall be used to determine column spacing.

''Reinforcement''
:Reinforcement in the beams, column and tie beams for the moments at the joints shall be based on the moment at the face of the column, beam, or tie beam (equivalent square, based on areas, for round columns).
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Elevations for Hammer Head Intermediate Bent.gif]]

'''Elevations for Hammer Head Intermediate Bent'''
</center>

'''Hammer Head Type Intermediate Bent'''

:Hammer Head type intermediate bents shall be designed according to the applicable provisions listed under the design assumptions for the General intermediate bent guidelines except as follows:

''Reinforcement''
:Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

===751.31.2.4 Column Analysis===

See this manual section to check slenderness effects in column and the moment magnifier method of column design. See Structural Project Manager for use of P Delta Analysis.

'''Transverse Reinforcement'''

''Seismic Zone 1''
:Columns shall be analyzed as “Tied Columns”. Unless excessive reinforcement is required, in which case spirals shall be used.

'''Bi-Axial Bending'''

Use the resultant of longitudinal and transverse moments.

'''Slenderness effects in Columns'''

The slenderness effects shall be considered when:

<math>\, \ l_u \ge \frac {22r}{K}</math>

Where:

<math>\, \ l_u</math> = unsupported length of column

<math>\, \ r</math> = radius of gyration of column cross section

<math>\, \ K</math> = effective length factor

Effects should be investigated by using either the rigorous P-∆ analysis or the Moment Magnifier Method with consideration of bracing and non-bracing effects. Use of the moment magnifier method is limited to members with Klu/r ≤ 100, or the diameter of a round column must be ≥ Klu/25. A maximum value of 2.5 for moment magnifier is desirable for efficiency of design. Increase column diameter to reduce the magnifier, if necessary.

When a compression member is subjected to bending in both principal directions, the effects of slenderness should be considered in each direction independently. Instead of calculating two moment magnifiers, db and ds, and performing two analyses for M2b and M2s as described in LRFD 4.5.3.2.2b, the following conservative, simplified moment magnification method in which only a moment magnifier due to sidesway, δs, analysis is required:
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Typical Intermediate Bent.gif]]
</center>

<center>'''Typical Intermediate Bent'''</center>

''General Procedure for Bending in a Principal Direction''

::Mc = δsM2

::Where:
::Mc = Magnified column moment about the axis under investigation.

::M2 = value of larger column moment about the axis under investigation due to LRFD Load Combinations.

::δs = moment magnification factor for sidesway about the axis under investigation

::<math>\, =\cfrac{C_m}{1- \cfrac{\sum P_u }{\phi_k \sum P_e }} \ge 1.0; \ C_m = 1.0 </math>

Where:
{|style="text-align:left"
|-
|<math>\, \sum P_u</math> ||=||summation of individual column factored axial loads for a specific Load Combination (kip)
|-
|<math>\, \phi_K</math> ||=||stiffness reduction factor for concrete = 0.75
|-
|<math>\, \sum P_e</math>|| =||summation of individual column Euler buckling loads
|-
|}

<math>\, =\sum {\frac{\pi^2 \ EI}{\left( \ Kl_u \right)^2}}</math>

Where:

<math>\, \ K</math> = effective length factor = 1.2 min. (see Figure 3.71.2.4.3)

<math>\, \ l_u</math> = unsupported lenth of column (in.)

<math>\, \ EI = \cfrac{{E_cI_g}{/2.5}}{1+\beta_d}</math>

Where:

<math>\, \ E_c</math>= concrete modulus of elasticity as defined in LRFD DG 3.71.1.1 (ksi)

<math>\, \ I_g</math>= moment of inertia of gross concrete section about the axis under investigation <math>\, (in^4)</math>

<math>\, \beta_d</math>= ratio of maximum factored permanent load moments to maximum factored total load moment: always positive

''Column Moment Parallel to Bent In-Plane Direction''

<math>M_{cy}= \delta_{sy}M_{2y}</math>

<math>l_{uy}</math>= top of footing to top of beam cap

''Column Moment Normal to Bent In-Plane Direction''

<math>M_{cz}= \delta_{sz}M_{2z}</math>

<math>l_{uz}</math> = top of footing to bottom of beam cap or tie beam and/or top of tie beam to bottom of beam cap

<center>
{|
|-
|Out-of-plane bending Non-integral Bent||[[Image:751.31 Open Concrete Int Bents and Piers- Boundary Conditions for columns-Top Image.gif]]||Out-of-plane bending Integral Bent
|-
|In-plane bending||[[Image:751.31 Open Concrete Int Bents and Piers- Boundary Conditions for columns-Bottom Image.gif]]|| 
|-
|}

'''Boundary Conditions for columns'''

For telescoping columns, the equivalent moment of inertia, I, and equivalent effective length factor, K, can be estimated as follows:

[[Image:751.31 Open Concrete Int Bents and Piers- Telescoping Columns.gif]]

'''Telescoping Columns'''
</center>

<math>\, \ I = \frac {\sum \left(l_n I_n \right)}{L}</math>

Where:

<math>\, l_n</math>= length of column segment <math>\, n</math>

<math>\, I_n</math>= moment of inertia of column segment <math>\, n</math>

<math>\, L</math>= total length of telescoping column

'''Equivalent Effective Length Factor'''

<math>\, \ K =\sqrt \frac{\pi^2EI}{P_cL^2}</math>

Where:

<math>\, E</math> = modulus of elasticity of column

<math>\, I</math> = equivalent moment of inertia of column

<math>\,L</math> = total length of telescoping column

<math>\, P_c</math> =elastic buckling load solved from the equations given by the following boundary conditions:

<center>
''Fixed- Fixed Condition''

[[Image:751.31 Open Concrete Int Bents and Piers- Columns Fixed-Fixed Condition.gif]]

<math>\, \left(a_1 + a_2 \right) \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(c_1 - c_2 \right)^2 = 0</math>

{|
|-
|<math>\, a_1</math>||<math>\, = \frac{4EI_1}{l_1}</math>||width="100"| ||<math>\, a_2</math>||<math>\, =\frac{4EI_2}{l_2}</math>
|-
|<math>\, c_1</math>||<math>\, = \frac{6EI_1}{{l_1}^2}</math>|| ||<math>\, c_2</math>||<math>\, =\frac{6EI_2}{{l_2}^2}</math>
|-
|<math>\, d_1</math>||<math>\, = \frac{12EI_1}{{l_1}^3}</math>|| ||<math>\, d_2</math>||<math>\, = \frac{12EI_2}{{l_2}^3}</math>
|-
|}

''Hinged-Fixed Condition''

[[Image:751.31 Open Concrete Int Bents and Piers- Columns Hinged-Fixed Condition.gif]]
</center>

{|align="center"
|-
|<math>\, \left(a_2 \right) \left(a_1 + a_2 \right) \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(2b_2c_2 \right) \left(c_2 - c_1 \right) </math>
|-
|<math>- \left(b_2 \right)^2 \bigg[ \left(d_1 + d_2 \right) - P_c \Big( \frac{1}{l_1} + \frac{1}{l_2} \Big) \bigg]- \left(a_2 \right) \left(c_2 - c_1 \right)^2</math>
|-
|<math>- \left(c_2 \right)^2 \left(a_2 + a_1 \right) = 0 </math>
|}

Where:
{|
|-
|<math>\, b_1</math>||<math>\, = \frac{2EI_1}{l_1}</math>||width="100"| ||<math>\, b_2</math>||<math>\, =\frac{2EI_2}{l_2}</math>
|-
|}

<math>\, a_1, a_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.

<center>

''Fixed-Fixed with Lateral Movement Condition''

[[Image:751.31 Open Concrete Int Bents and Piers- Fixed-Fixed Lateral Movement Condition.gif]]
</center>

{|align="center"
|-
|<math>\, \bigg[(d_1 + d_2) - \frac{(c_2 - c_1)^2}{a_1 + a_2} - P_c \Bigg( \frac{1}{l_1} + \frac{1}{l_2} \Bigg) \bigg] \bigg[d_2 - \frac{{c_2}^2}{a_1 + a_2} - P_c \Bigg(\frac {1}{l_2} \Bigg) \Bigg]</math>
|-
|<math>- \Bigg[(-d_2) + \frac{c_2 (c_2 - c_1)}{a_1 + a_2} + P_c \Bigg(\frac{1}{l_2} \Bigg) \Bigg]^2 = 0</math>
|}

Where:

<math>\, a_1, a_2, b_1, b_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.

<center>
''Fixed-Free with Lateral Movement Condition''

[[Image:751.31 Open Concrete Int Bents and Piers- Fixed-Free Lateral Movement Condition.gif]]

</center>

{|align="center"
|-
|<math>\, \Bigg[ (d_1 + d_2) - P_c \Bigg( \frac{1}{l_1} + \frac{1}{l_2} \Bigg) - \frac{A_1}{\beta} \Bigg] \Bigg[ d_2 - \frac{P_c}{l_2} - \frac{A_3}{\beta} \Bigg]</math>
|-
|<math>\, - \Bigg[(-d_2) + \frac{P_c}{l_2} - \frac{A_2}{\beta} \Bigg]^2 = 0</math>
|}

Where:
{|
|<math>\, \beta</math>|| <math>\, = (a_2)(a_1 + a_2) - ( b_2)^2</math>
|-
|<math>\, A_1</math>|| <math>\, = (c_1 - c_2)[a_2(c_1 - c_2) + (b_2c_2)] + (c_2)[b_2(c_1 - c_2) + (c_2)(a_1 + a_2)]</math>
|-
|<math>\, A_2</math>|| <math>\, = (c_1 - c_2)[(a_2c_2) - (b_2c_2)] + (c_2)[(b_2c_2) - (c_2)(a_1 + a_2)]</math>
|-
|<math>\, A_3</math>|| <math>\, = (c_2)[(a_2c_2) - (2b_2c_2) + (c_2)(a_1 + a_2)]</math>
|-
|colspan="2"| 
|-
|colspan="2"|<math>\, a_1, a_2, b_1, b_2, c_1, c_2, d_1,</math> and <math>\, d_2</math> are defined in the previous equations.

===751.31.2.5 Column Charts===
<center>
{|
|-
|<math>\, f'c </math>|| = 3 ksi||width="50"| ||rowspan="4"|[[Image:751.31 Open Concrete Int Bents and Piers-Design-Column Charts Plan View.gif]]
|-
|<math>\, f_y </math>|| = 60 ksi|| ||
|-
|<math>\, \phi_c </math>|| = 0.75|| ||
|-
|<math>\, \phi_b </math>|| = 0.9|| ||
|-
|}

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-1.gif]]
</center>

Note: The axial-moment interaction curves shown throughout this section represent 1% vertical reinforcement and maximum reinforcement allowed as given in LRFD.

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-2.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-3.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-4.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-5.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-6.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-7.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Design-Column Capacity Charts 5-8.gif]]
</center>

==751.31.3 Reinforcement==

===751.31.3.1 Beam Cap===
<center>

{|style="text-align:center"
|-
|colspan="2"|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Part Elevation.gif]]
|-
!colspan="2"|PART ELEVATION
|-
|colspan="2"|
{|
|valign="top" align="right"|Note:||align="left" width="400pt" |When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated. Use details of [[751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Projection|protective coating and sloping top of beam to drain]].
|}
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Section A-A Case I.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Section B-B Case I.gif]]
|-
!SECTION A-A (Case I)||PART SECTION B-B (Case I)
|-
|colspan="2"|(**) Beam width controlled by minimum support lenth required for earthquake criteria.
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Part Plan.gif]]
|-
!colspan="2"|PART PLAN
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Section A-A Case II.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Section B-B Case II.gif]]
|-
!SECTION A-A (Case II)||PART SECTION B-B (Case II)
|-
|}

</center>
Note: Provide the above section B-B (Cases I & II) for all Intermediate Bent beam caps for stirrup steel directly over the columns.

(*) Minimum stirrups = #4 at 12" cts., maximum stirrups - #6 (Dbl.) at 6" cts. Use a minimum stirrup spacing of 5" for single stirrups (6" for double stirrups) and a maximum stirrup spacing of 12". All stirrups in the beam to be the same size bars.

Locate the #4 bars (┌─┐) under the bearings if required. (Not required for prestress double-tee structures).

<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Reinforcement under Bearings.gif]]

'''REINFORCEMENT UNDER BEARINGS'''

{|
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Transverse Beam Steps Over 3 inches.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Sloped Beams Steps over 3 inches.gif]]
|-
!TRANSVERSE BEAM STEPS (Over 3") (Also, steps accumulating over 3")||SLOPED BEAMS (Steps over 3") (High Side)
|-
|}

</center>
[[Image:751.31 circled 1.gif]] L/4 + effective "D", but not less than theoretical cut-off + development length.

(*) See [[751.5_Standard_Details#751.5.11.2_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Top_Bars_.28_.3D_60_ksi.29|lap splices]].

<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Longitudinal Beam Steps.gif]]

'''LONGITUDINAL BEAM STEPS'''

</center>

===751.31.3.2 Column===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Seismic Zone 1 Column.gif|700 px]]
</center>

{|
|-
|(*)||Use only with approval of Structural Project Manager and then design column reinforcement using the smaller ring diameter.
|-
|A||= 4 1/2” minimum spacing center-to-center.
|-
|B||= 2” clear spacing for bar sizes thru #10. 2 1/2” clear spacing for bar sizes #11 and #14. 3 1/2” clear spacing for bar size #18.
|-
|}

<center>
'''Minimum Allowable Stirrups for Collision (**)'''
{|border="1" cellspacing="1" cellpadding="1" style="text-align:center"
|-
|Column Diameter||Minimum Reinforcement (Assuming 400k shear force) See LRFD DG Sec. 1.2.2.5-2.
|-
|3’-0”||#4 @ 4.5”
|-
|3’-6”||#4 @ 5.5”
|-
|4’-0”||#4 @ 6.5”
|-
|4’-6”||#4 @ 8”
|-
|5’-0”||#4 @ 11”
|-
|5’-6”||#4 @ 12”
|-
|6’-0”||#4 @ 12”
|-
|}

(**) Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.

[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Column- No Seismic.gif]]

PART ELEVATION

(*) Check development length charts for when to hook column steel.

(**) Use splice only when required.
</center>

===751.31.3.3 Web Beam===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Web Beam Part Elevation.gif]]

'''PART ELEVATION'''

{|border="0" cellpadding="5" cellspacing="1" align="center"
|-
|valign="top"|Notes:||align="left" width="400pt" |When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated. Use details of [[751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Projection|protective coating and sloping top of beam to drain]].
|-
| ||align="left"|See the above for reinforcement not shown.
|}

[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Web Beam Part Section.gif]]

'''PART SECTION'''

(****) See development length (other than top bars) or standard hooks in tension, Ldh.

[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Web Beam Variable Diameter Column.gif]]

'''VARIABLE DIAMETER COLUMN Without Seismic Detailing'''</center>

{|align="center"
|align="right"|(*)||Class C lap splice
|-
|valign="top"|(**)||Maximum spacing shall be 6" or 1/5 development length for non contact lap splice
|}

===751.31.3.4 Tie Beam===
<center>
{|
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Tie Beam- Seismic Zone 1- Part Elevation.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Tie Beam- Seismic Zone 1- Section.gif]]
|-
|PART ELEVATION||TIE BEAM SECTION (TYP.)
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Tie Beam- Seismic Zone 1- Part Elevation Change in Diameter.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Tie Beam- Seismic Zone 1- Notes.gif]]
|-
|PART ELEVATION (TIE BEAM WITH CHANGE IN COLUMN DIAMETER)|| 
|-
|}
</center>

(*) See [[751.5_Standard_Details#751.5.11.2_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Top_Bars_.28_.3D_60_ksi.29|development length]] (Top bar)

(**) See [[751.5_Standard_Details#751.5.11.3_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Other_Than_Top_Bars_.28_.3D_60_ksi.29|lap splice]] (Class C)

(***) See [[751.5_Standard_Details#751.5.11.3_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Other_Than_Top_Bars_.28_.3D_60_ksi.29|development length]] (Other than top bars)

===751.31.3.5 Hammer Head Type===
<center>
{|
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Hammer Head Part Plan.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Hammer Head Section A-A.gif]]
|-
|PART PLAN||SECTION A-A
|-
|rowspan="2"|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Hammer Head Part Elevation.gif]]||style="text-align:left"|Note: When an expansion device in the slab is used at an intermediate bent, all reinforcement located entirely within the beam shall be epoxy coated. Use details of [[751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Projection|protective coating and sloping top of beam to drain]].
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Hammer Head Part Section B-B.gif]]
|-
|PART ELEVATION||PART SECTION B-B
|-
|}
</center>

{|
|valign="top" align="right"| (*)||align="left"|Add hooked reinforcement as required by design.
|-
|valign="top" align="right"| (**)||align="left"|See LRFD 5.10.6.3 for Tie requirements
|-
|valign="top" align="right"| [[Image:751.31 circled 1.gif]]||align="left"|All stirrups in beam to be the same size bar. (Use a min. spacing of 5" (6" for double stirrups), minimum stirrups are #4 at 12" cts., and maximum stirrups are #6 at 6" cts.) Located #4 bars (┌─┐) under bearings if required. (Not required for P/S Double-Tee Girders.)
|-
|valign="top" align="right"| [[Image:751.31 circled 2.gif]]||align="left"|See [[751.5_Standard_Details#751.5.11.3_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Other_Than_Top_Bars_.28_.3D_60_ksi.29|development length]] (Other than top bars) or standard hooks in tension, Ldh.
|-
|valign="top" align="right"| [[Image:751.31 circled 3.gif]]||align="left"|See [[751.5_Standard_Details#751.5.11.3_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Other_Than_Top_Bars_.28_.3D_60_ksi.29|lap splice]] class C.
|-
|valign="top" align="right"| [[Image:751.31 circled 4.gif]]||align="left"|See Sections[[751.2_Loads#Vehicular Collision Force, CT| 751.2.2.5]] & [[751.31_Open_Concrete_Intermediate_Bents#751.31.2.2_Loads|751.31.2.2]] for collision requirements.
|-
|valign="top" align="right"| [[Image:751.31 circled 5.gif]]||align="left"|See [[751.5_Standard_Details#751.5.11.2_Development_and_Tension_Lap_Splice_Lengths_.E2.80.93_Top_Bars_.28_.3D_60_ksi.29|development length]] (Top Bars), Ldh.
|}

===751.31.3.6 Collision Wall===
<center>
{|
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Collision Wall Elevation Track on One Side.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Collision Wall Section A-A Track on One Side.gif]]
|-
|colspan="2"|'''TRACK ON ONE SIDE OF BENT'''
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Collision Wall Elevation Track on Both Sides.gif]]||[[Image:751.31 Open Concrete Int Bents and Piers- Reinforcement- Collision Wall Section B-B Track on Both Sides.gif]]
|-
|colspan="2"|'''TRACK ON BOTH SIDES OF BENT'''
|-
|}
</center>

(*) Design and use negative moment reinforcement for bents with three or more columns (5-#6 bars minimum).

Reinforcement shown is in addition to column reinforcement.

Bent with two columns is shown, single column bent and bent with three or more columns are similar.

==751.31.4 Details==

===751.31.4.1 Construction Joints and Keys===
<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Details- Const Jt and Keys Part Elev.gif]]

PART ELEVATION

</center>

(*) Optional Construction Joints in bearing beam and tie beam: When the total length of bearing beam exceeds 60'-0", show a keyed construction joint at or near a 1/4 point between columns in the bearing beam and tie beam. Unless required by design or stage construction, this construction joint shall be shown as optional on the plans and may be eliminated at the contractor's discretion.

For column height greater than 35'-0" with no tie beam or collision wall, place the construction joint at approximately the mid-point of the column height.

<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Details- Const Jt and Keys Muti-column elevations.gif]]

{|
|-
|[[Image:751.31 Open Concrete Int Bents and Piers- Details- Const Jt and Keys Hammer Head.gif]]||style="text-align:left"|Note: Use a keyed const. joint in the tie beam and bearing beam when the length of bearing beam exceeds 60'-0". (At or near the 1/4 point between columns.)
|-
|}
</center>

===751.31.4.2 Optional Section for Column-Web Beam Joint===
<center>
[[Image:751.31 Open Concrete Int Bents and Piers- Details- Optional Section for Column- Web Beam Joint- Elevations.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Details- Optional Section for Column- Web Beam Joint- Plan.gif]]

[[Image:751.31 Open Concrete Int Bents and Piers- Details- Optional Section for Column- Web Beam Joint- Detail A.gif]]

{|border="1" cellspacing="1" cellpadding="1" style="text-align:center"
|-
|D, Column Diameter (inch)||width="40"|42||width="40"|48||width="40"|54||width="40"|60||width="40"|66||width="40"|72
|-
|Width of Tie Beam (inch)||21||24||27||30||33||36
|-
|Width of Web Beam (inch)||21||24||27||30||33||36
|-
|a (inch)||9||10||11 1/2|| 12 1/2||14|| 15
|-
|b (inch)||10 1/2||12||13 1/2||15||16 1/2||18
|-
|}

</center>
Place the following note on plans when using Optional Section A- A.

Note:

At the contractor’s option, the details shown in Optional Section A-A may be used for Column-Web Beam or Tie Beam at Intermediate Bent No._. No addtional payment will be made for this substitution.

(*) Bent with two columns is shown, bents with three or more columns are similar.

===751.31.4.3 Substructure Beam Overhang===

<center>

[[Image:751.31 Open Concrete Int Bents and Piers- Dimensions- Substructure Beam Overhang- Part Elevation.gif]]

PART ELEVATION
</center>

(*) Slope 1/8" per foot for drainage.

(**) When substructure beam extends beyond the slab as shown, slope end of beam to drain water.

[[Category:751 LRFD Manual General]]

751.10 General Superstructure

2009-11-06T16:31:22Z

EPG-Admin: Added "Bridge Deck Drainage" to 751.10.3 heading to enhance search capability.

== 751.10.1 Slab on Girder ==

=== 751.10.1.1 Material Properties ===

{| border="0" cellpadding="2" cellspacing="0" align="center" style="textalign:left"

!colspan="3" align="left"|Concrete
|-
|colspan="2"|Unit weight of reinforced concrete,
| <math>\,\gamma_c</math> = 150 <math>\,lb/ft^3</math>
|-
|colspan="2"|Concrete Slab on Girders shall consist of:
|  
|-
|  
|Class B-2 Concrete
|<math>\,f'_c</math> = 4.0 ksi
|-
|  
|  
|<math>n</math> = 8
|-
|colspan="2"|Concrete modulus of elasticity,
|<math>E_c</math> = 33000 <math>\,W_c\sqrt[1.5]{f'_c}</math>
|-
|  
|Where:
|  
|-
|  
|colspan="2"|<math>\,W_c</math> = Unit weight of non-reinforced concrete = 0.145 kcf
|-
|colspan="2"|Modulus of rupture:
|  
|-
|  
|For minimum reinforcement,
|<math>\,f_r</math> = 0.37 <math>\,\sqrt f'_c</math>
|-
|  
|For deflection, camber and
|  
|-
|  
|distribution reinforcement
|<math>\,f_r</math> = 0.24 <math>\,\sqrt f'_c</math>
|-
!colspan="3" align="left"|Safety Barrier Curbs
|-
|colspan="2"|Safety Barrier Curbs shall consist of:
|  
|-
|  
|Class B-1 Concrete
|<math>\,f'_c</math>= 4.0 ksi
|-
|  
|  
|<math>n</math> = 8
|-
!colspan="3" align="left"|Median Barrier Curbs
|-
|colspan="2"|Median Barrier Curbs shall consist of:
|  
|-
|  
|Class B-1 Concrete
|<math>\,f'_c</math>= 4.0 ksi
|-
|  
|  
|<math>n</math> = 8
|-
!colspan="3" align="left"|Future Wearing Surface
|-
|colspan="2"|Unit weight of future wearing surface,
| <math>\,\gamma_{fws}</math> = 140 <math>\,lb/ft^3</math>
|-
!colspan="3" align="left"|Reinforcing steel
|-
|  
|Minimum yield strength,
|<math>\,f_y</math> = 60.0 ksi
|-
|  
|Steel modulus of elasticity
|<math>\,E_s</math> = 29000 ksi
|}

=== 751.10.1.2 Limit States and Load Factors ===

In general, each component shall satisfy the following equation:

<math>\,Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r</math>

Where:
{|
|<math>\,Q</math>|| = Total factored force effect
|-
|<math>\,Q_i</math>|| = Force effect
|-
|<math>\,\eta_i</math>|| = Load modifier
|-
|<math>\,\gamma_i</math>|| = Load factor
|-
|<math>\,\phi </math>|| = Resistance factor
|-
|<math>\,R_n</math>|| = Nominal resistance
|-
|<math>\,R_r</math>|| = Factored resistance
|}

'''Limit States'''

The following limit states shall be considered for slab interior and overhang design:

{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
|-valign="top"
|For slab interior design:||STRENGTH – I<br\>SERVICE – I*
|-valign="top"
|For slab overhang design:||EXTREME EVENT – II<br\>STRENGTH – I<br\>SERVICE – I*
|-
|colspan="2"|*Of deformation, cracking, and concrete stresses, only cracking<br\>need be considered here.
|-
|colspan="2"|FATIGUE limit state need not be investigated for concrete decks<br\>in multi-girder bridges due to observed performance and laboratory<br\>testing.
|}

'''Resistance factors'''

For STRENGTH limit state,

:Flexure and tension of reinforced concrete, <math>\,\phi</math> = 0.90

:Shear and torsion, <math>\,\phi</math> = 0.90

For all other limit states, <math>\,\phi</math> = 1.00

'''[[751.2_Loads#Load Modifiers|Load Modifiers]]'''

=== 751.10.1.3 Loads ===

'''Permanent (Dead) Loads'''

Permanent loads include the following:

:'''Slab weight'''

:'''Future Wearing Surface'''
:A 3” thick future wearing surface (35psf) shall be considered on the roadway.

:'''Safety Barrier Curb (SBC)'''
:For slab overhang design, assume the weight of the SBC acts at the centroid of the SBC.

<center>[[Image:751.2 Application of live load to slab.gif]]
(*) 12" for slab design (LRFD (3.6.1.3.1), 2'-0" for other design

'''Application of Live Load to Slab'''</center>

'''Gravity Live Loads'''<br\>

Gravity live loads include vehicular, dynamic load allowance, and pedestrian loads.

:'''Vehicular'''

:The design vehicular live load HL-93 shall be used. It consists of either the design truck or a combination of design truck and design lane load.

:For slab design, where the equivalent strip method is used, the force effects shall be determined on the following basis:

:* Where primary strips are transverse the design shall be based on the truck alone.

:* Where primary strips are transverse and their span exceeds 15 ft – the design shall be based on the truck and lane load. For the purpose of slab design, the lane load consists of a load equal to 64 psf uniformly distributed over 10 feet in the transverse direction.

'''Dynamic Load Allowance'''<br\>

The dynamic load allowance replaces the effect of impact used in AASHTO Standard Specifications. It accounts for wheel load impact from moving vehicles. For slabs, the static effect of the vehicle live load shall be increased by the percentage specified in Table below.

{|border="1" cellpadding="5" align="center"
|+'''Dynamic Load Allowance, ''IM'''''
!Slab Component||''IM''
|-
|Deck Joints – All Limit States||75%
|-
|All Other Limit States||33%
|}

The factor to be applied to the static load shall be taken as:

<math>(1 + IM)</math>

The dynamic load allowance is not to be applied to pedestrian or design lane loads.

'''Multiple Presence Factor, ''m'':'''

The multiple presence factor accounts for the probability for multiple trucks passing over a multilane bridge simultaneously.

{|border="0" cellpadding="5" align="center"

|''m'' =||1.20 for 1 Loaded Lane
|-
|  ||1.00 for 2 Loaded Lanes
|-
|  ||0.85 for 3 Loaded Lanes
|-
|  ||0.65 for more than 3 Loaded Lanes
|}

'''Pedestrian'''

Pedestrian live load on sidewalks greater than 2 ft wide shall be:

{|border="0" cellpadding="5" align="center"

|''PL'' =||0.075 ksf
|}

This does not include bridges designed exclusively for pedestrians or bicycles.

'''Collision Loads'''

Collision loads applied to the safety barrier curb (SBC) shall be transferred to the slab overhang. The design forces from SBC consist of lateral and vertical components that are to be considered separately. Because of MoDOT’s experience with the collision survivability of bridge decks that utilize the [[751.12_Protective_Barricades#751.12.1.1_Standard_Safety_Barrier_Curbs_used_in_Missouri|standard barriers]], MoDOT does not require the deck overhang to be designed for forces in excess of those resulting from the design loads for Traffic Railings shown in LRFD Table A13.2-1. The [[751.10_General_Superstructure#751.10.1.7_Standard_Slab_Details|standard slab crosssections]] reflect this design philosophy.

:'''Design Case 1'''

:The collision force and moment shall be considered.

:'''Slab Overhang Design Collision Moment'''

:The design collision moment at the base of the curb is the barrier curb moment capacity about the curb longitudinal axis. For SBC design with either failure mechanism 1 or 2 controlling:

:<math>\,M_{ct} = M_c</math> (averaged over height of SBC)

:'''Slab Overhang Design Collision Force'''

:A refined analysis may be preformed. In this case the design collision moment at the base of the curb, Mct, is to be taken as the average moment over the theoretical distribution length (Lc+2H for continuous sections), when the TL-4 collision load is applied to the top of the curb.

:For continuous sections of safety barrier curbs:

:<math>\,T = \frac{R_w}{L_c + 2H}</math>

:Where:
:{|
|<math>\,R_w</math>|| = total transverse resistance of curb (k)
|-
|<math>\,L_c</math>|| = critical length of yield line failure pattern (ft)
|-
|<math>\,H</math>|| = height of curb (ft)
|-
|<math>\,T</math>|| = tensile force per unit of deck length at base of curb (k/ft)
|}

:For discontinuous safety barrier curb sections:

:<math>\,T = \frac{r_w}{l_c + H}</math>

<center>[[Image:751.10 transfer of safety barrier curb collision forces a.gif]]
'''Transfer of Safety Barrier Curb Collision Forces'''

[[Image:751.10 transfer of safety barrier curb collision forces b.gif]]
'''Transfer of Safety Barrier Curb Collision Forces'''</center>

=== 751.10.1.4 Design and Analysis Methods ===

'''Equivalent Strip Method'''

The equivalent strip method is an approximate method of analysis in which the reinforcing steel is designed using a certain width of deck to resist the applied loading. Where the strip method is used, the extreme positive moment in any slab section between girders shall be taken to apply to all positive moment regions, and similarly with extreme negative moments.

There are other methods of analysis allowed, such as finite element method, but the equivalent strip method is recommended.

=== 751.10.1.5 Interior Section Design ===

'''Slab Thickness'''

The slab portion between girders shall be 8 1/2” thick for both the C.I.P. and precast panel options. Precast panel option is preferred when allowed.

'''Design Cases'''

Two design cases shall be considered for each design condition.

Design Case 1 STRENGTH I load combination for reinforcing design.

Design Case 2 SERVICE I load combination for cracking check.

'''Design Conditions'''

Two design conditions can exist for the slab interior.

Design Condition 1 – Continuous Slab, where the slab section under consideration is not near an end bent or expansion joint.

Design Condition 2 – Discontinuous Slab, where the slab section under consideration is at an end bent or expansion joint.

<center>[[Image:751.10 plan view of bridge showing continuous and discontinuous slab regions.gif]]</center>

<center>'''Plan View of Bridge Showing Continuous and Discontinuous Slab Regions'''</center>

'''Critical Sections'''

The critical design section for negative moments may be taken as follows:

{|
|valign="top"|For steel girders -
|the design negative moment should be taken at<br\>1/4 of the flange width from the centerline of the web.
|-
|valign="top"|For P/S-I girders -
|the design negative moment should be taken at 1/3<br\>of the flange width, but not exceeding 15” from the<br\>centerline of the web
|}

The critical design slab section for positive moment shall be taken at location of maximum positive moment – generally midway between girders.

'''Width of Equivalent Strip at Continuous Slab Section <math>\,(E_{cont.} )</math>'''

{|
|For Positive Moment||<math>\,E = 26.0 + 6.6S</math>
|-
|For Negative Moment||<math>\,E = 48.0 + 3.0S</math>
|}

Where:
{|
|<math>\,E</math>||= equivalent strip width (in)
|-
|<math>\,S</math>||= spacing of centerline to centerline of supporting components (ft)
|}

'''Width of Equivalent Strip at Discontinuous Slab Section <math>\,(E_{discont.} )</math>'''

The effective strip width shall be taken as ½ of the equivalent strip width for a continuous slab section plus the distance between the transverse edge of slab and the edge beam (if any).

<center>[[Image:751.10 plan view of bridge showing equivalent strip width for continuous and discontinuous slab s.gif]]</center>
<center>'''Plan View of Bridge Showing Equivalent Strip Width for Continuous and Discontinuous Slab Sections'''</center>

'''Determining Live Load'''

Slab interior live load design moments may be determined using Appendix Table A4-1 of the LRFD Specifications, provided that the assumptions used in the table are appropriate. It is assumed that the table is only applicable to continuous sections of slab (not at joints). It may be used at discontinuous sections by adjusting the tabulated moments as follows:

<math>M_{LL+IM-discont.}=M_{LL+IM-cont.} \left( \frac {IM_{discont.}}{IM_{cont.}} \right) \left( \frac {E_{discont.}}{E_{cont.}} \right)</math>

Where:
{|
|<math>\,E</math>|| = equivalent strip width (in).
|-
|<math>\,IM</math>|| = vehicular dynamic load allowance.
|}

Note: <math>\,M_{LL+IM-cont.}</math> includes multiple presence factor, <math>\,m</math>.

Alternatively, the designer may use other sources to determine the design moments. For example any capable computer program for finite element design may be used.

The general methodology for applying live load to slab on girder with transverse primary strips is:

# Model the bridge cross section.
# Define the design vehicle (design truck).
# Move the design vehicle between the barrier curbs and add additional design vehicles as required to produce the maximum force effect. The wheel load shall not be closer than 1 ft. to the face of safety barrier curb and wheel loads of adjacent design vehicles shall not be closer than 4 ft. The design lane is assumed to occupy a 10 ft. width. Partial trucks (i.e. one wheel) should not be used.

'''Determining Dead Load'''

Although P/S Panel option is the standard for construction (when allowed), it may be assumed for slab analysis that slab is cast-in-place (CIP). The maximum negative and positive dead load moment may be taken to be:

Continuous over 4 girders (equally spaced):

<math>M_{DL}= \pm max
\begin{Bmatrix}
0.100wl^2 \\
0.025wl^2 + \frac{M_{overhang}}{5}
\end{Bmatrix}</math>

Continuous over 5 girders (equally spaced):

<math>M_{DL}= \pm max
\begin{Bmatrix}
0.107wl^2 \\
0.071wl^2 + \frac{M_{overhang}}{7}
\end{Bmatrix}</math>

Where:
{|
|<math>M_{overhang}</math>|| = moment at centerline of exterior girder due to: slab, future wearing surface, SBC, sidewalk, and other dead load components
|-
|<math>\,l</math>|| = center-to-center girder spacing
|}

'''Determining Top Reinforcing'''

The top (negative) reinforcing steel may be determined by assuming the section to be either singly- or doubly-reinforced, as needed.

'''Determining Bottom Reinforcing'''

The bottom (positive) reinforcing steel may be determined by assuming the section to be either singly- or doubly-reinforced, as needed. A 1” wearing surface shall be removed from the effective depth, <math>\,d</math>.

'''Minimum Limit of Reinforcement'''

The amount of tension reinforcement shall be adequate to develop a factored flexural resistance, <math>\,M_r</math>, a least equal to the lesser of either:

# 1.2 times the cracking strength determined on the basis of elastic stress distribution and the modulus of rupture, <math>\,f_r</math>, of the concrete.
# 1.33 times the factored moment required by the applicable strength load combinations specified in LRFD Table 3.4.1-1

'''Shrinkage and Temperature Reinforcement'''

The area of reinforcing for top longitudinal steel, As, shall not be less than:

<math>A_s \ge \frac {0.11A_g}{f_y}</math>

Where:
{|
|<math>\,A_s</math>|| = area of top longitudinal reinforcement
|-
|<math>\,A_g</math>|| = gross area of slab section (in^2)
|}

Maximum spacing of longitudinal reinforcement =

<math>min
\begin{Bmatrix}
18in \\
3 \times slab\ thichness
\end{Bmatrix}</math>

#5 @ 15” are shown for standard slabs.

'''Distribution Reinforcement'''

The bottom longitudinal steel, as a percentage of the bottom primary reinforcement, shall not be less than:

<math>\frac{220}{\sqrt{S}} \le 67%</math>

Where:
{|
|valign="top"|<math>\,S</math>||= effective span length (ft) specified in LRFD 9.7.2.3. It is the distance between flange tips, plus the flange overhang, taken as the distance from extreme flange tip to the face of the web.
|}

<center>[[Image:751.10 Transverse Slab Interior Sections Showing Temperature and Distribution Reinforcing 1.gif]]</center>

<center>'''Transverse Slab Interior Sections Showing Temperature and Distribution Reinforcing'''</center>

'''Concrete Cover'''

Existing (pre-LRFD) MoDOT concrete cover requirements for bridge slabs will be retained here. The cover requirements that follow meet or exceed LRFD requirements.

{|
|At Bottom of CIP slabs||1.00 in
|-
|Bottom of CIP slab over P/S P/C panels||1.00 in
|-valign="top"
|rowspan="2" |Top reinforcing||3.00 in preferred
|-
|2.75 in absolute min.
|}

'''Spacing Limits'''

LRFD 5.10.3.1.1 Minimum clear spacing between parallel bars in a layer:

{|
|-valign="top"
|rowspan="3"|Maximum of:
|1) 1.5<math>\,d_b</math> where <math>\,d_b</math> is bar diameter (in)
|-
|2) 1.5 times maximum aggregate size (*)
|-
|3) 1.5 in
|}
(*) see Missouri Standard Specifications for Highway Construction

'''Bar Development'''

The calculated force effects in reinforcement shall be developed on each side of the critical section.

'''Cracking Check'''

'''Actual Stress'''

A transformed cracked section analysis shall be used with SERVICE-I moments to determine actual stress in reinforcing.

The spacing of mild steel reinforcement in the layer closest to the tension face shall satisfy the following:

<math>s \le \frac {700 \gamma_e}{\beta_s f_s}-2d_c</math>

in which:

<math>\beta_s = 1 = \frac{d_c}{0.7(h-d_c)}</math>

Where:
{|
|<math>\,\gamma</math>|| = exposure factor
|-
|  ||= .75 for class 2 exposure condition.
|-
|<math>d_c</math>|| = actual thickness of concrete cover measured from extreme tension fiber to center of the flexural reinforcement located closest thereto (in)
|-
|<math>f_s</math>|| = tensile stress in steel reinforcement at the service limit state (ksi)
|}

<center>[[Image:751.10 Example Slab Cross Section for Cracking Check.gif]]</center>
<center>'''Example Slab Cross Section for Cracking Check'''</center>

'''Reinforcing Placement'''

Although LRFD Specifications allow slab primary reinforcing to be skewed with the bridge under certain cases, MoDOT Bridge practice is to place transverse reinforcing perpendicular to roadway

Note: Due to the depth of cover and location of primary reinforcement, the cracking check shown on the previous page does not appear to be accurate for Missouri’s bridge decks shown above.

<div id="additional negative slab reinforcement"></div>
'''Negative Moment Steel over Intermediate Supports'''

Dimension negative moment steel over intermediate supports as shown.

<center>[[Image:751.10 Prestressed Structures.gif]]</center>
<center>'''Prestressed Structures'''</center>

{|border="0" cellpadding="5" align="center"
|-
|(1)||colspan="2"|Bar length by [[#negative moment reinforcemtn design|design]]
|-valign="top"
|(2)||colspan="2"|Reinforcement placed between longitudinal temperature reinforcing in top.
|-
|  ||Bar size:||#5 bars at 7 1/2" cts. (Min.)
|-
|  || ||#8 bars at 5" cts. (Max.)
|}

'''Steel Structures:'''
{|border="0" cellpadding="5" align="center"
|-valign="top"
|(1)||Extend into positive moment region beyond "Anchor" Stud shear connectors at least 40 x bar diameter x 1.5 (Epoxy Coated Factor) (*) as shown below.
|-
|(2)||Use #6 bars at 5" cts. between longitudinal temperature reinforcing in top.
|}

<center>[[Image:751.10 Negative Moment Steel Diagram for Steel Structures.gif]]</center>
<center>POC =DC Contra-Flexural Point</center>

<center>(*) 40 x bar diameter x 1.5 = 40 x 0.75" x 1.5 = 45” for #6 epoxy coated bars.</center>

<div id="negative moment reinforcemtn design"></div>
Locations of termination of reinforcement steel in the deck slab for Prestressed Structures shall be checked for the following criteria and adjusted as necessary:

:No more than 50 percent of the reinforcement shall be terminated at any section.

:Adjacent bars shall not be terminated in the same section.

:Flexural reinforcement shall be extended beyond the point at which it is no longer required to resist flexure for a distance not less than:

::The effective depth of the member
::15 times the nominal diameter of bar
::1/20 of the clear span (centerline to centerline of pier)

:Continuing reinforcement shall extend not less than the development length, ld, beyond the point where reinforcement is no longer required to resist flexure.

:At least one third of the total tension reinforcement provided for negative moment at a support shall have an embedment length beyond the point of inflection not less than:
::The effective depth of the member
::12 times the nominal diameter of bar
::0.0625 times the clear span (centerline to centerline of pier)

=== 751.10.1.6 Slab Overhang Section Design ===

'''Girder Layout'''

In order to use distribution factors provided in LRFD Table 4.6.2.2.2 for girder design, the roadway overhang shall not exceed 5.5 ft.

'''Slab Thickness'''

The slab overhang shall be 8 1/2” slab thickness.

'''Design Cases'''

Four design cases shall be considered for each design condition.

{|border="0" cellpadding="5" align="center"
|-
|valign="top"|Design Case 1
|EXTREME EVENT II load combination with transverse and longitudinal collision force components
|-
|valign="top"|Design Case 2
|EXTREME EVENT II load combination with vertical collision force components (Does not control slab for TL-4).
|-
|valign="top"|Design Case 3
|STRENGTH I load combination
|-
|valign="top"|Design Case 4
|SERVICE I load combination for cracking check
|}

'''Design Conditions'''

Three design conditions may exist for slab overhang design.

{|border="0" cellpadding="5" align="center"
|-
|valign="top"|Design Condition 1 –
|Continuous Slab & Continuous SB
|-
|valign="top"|Design Condition 2 –
|Continuous Slab & Discontinuous SBC
|-
|valign="top"|Design Condition 3 –
|Discontinuous Slab & Discontinuous SBC
|}

'''Critical Sections'''

The critical design section for slab overhang shall be at the following two locations:

*At roadway face of safety barrier curb
*At exterior girder:
**For steel girders – the design negative moment should be taken at ¼ of the flange width from the centerline of the web.
**For P/S-I girders - the design negative moment should be taken at 1/3 of the flange width, but not exceeding 15” from the centerline of the web.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|style="border-bottom:0px"|[[Image:751.10 design case 1 sbc loading.gif]]
|style="border-bottom:0px"|[[Image:751.10 design case 1 slab design loading.gif]]
|-
|style="border-top:0px"|SBC Loading
|style="border-top:0px"|Slab Design Loading
|-
!colspan="2"|DESIGN CASE 1
|-
|colspan="2"|  
|-
|colspan="2"|[[Image:751.10 design case 2.gif]]
|-
!colspan="2"|DESIGN CASE 2
|-
|colspan="2"|  
|-
|colspan="2" style="border-bottom:0px"|[[Image:751.10 design case 3.gif]]
|-
|colspan="2" style="border-top:0px"|LL = vehicular live load
|-
!colspan="2"|DESIGN CASE 3
|}

<center>Note: Moment due to dead load componets shall also be calculated</center>
<center>(*) <math>\,F_L</math> is not considered in SBC or slab design for out standard barrier curb.</center>

<center>'''Slab Overhang Design Cases 1 to 3. Design Case 4 Not Shown.'''</center>

<center>[[Image:751.10 Plan View of Bridge Showing Slab Overhang Design Conditions.gif]]</center>
<center>'''Plan View of Bridge Showing Slab Overhang Design Conditions'''</center>

'''Width of Equivalent Strip at Continuous Slab Section'''

The equivalent strip width for a continuous section of slab overhang shall be:

<math>\, E = 45 + 10x</math>

Where:
{|
|<math>\, E</math>||= equivalent width (in)
|-
|<math>\, x</math>||= distance from load to point of support (ft)
|}

'''Width of Equivalent Strip at Discontinuous Slab Section'''

LRFD 4.6.2.1.4c The effective strip width shall be taken as 1/2 of the equivalent strip width for a continuous slab section plus the distance between the transverse edge of slab and the edge beam (if any). This shall not be taken to be greater than equivalent strip width for continuous slab section.

'''Assumed Load Distribution'''

To determine the load effect at slab overhang critical sections, the slab shall be assumed as fixed at the exterior girder. This assumption is intended for slab design only, not the distribution of slab loads to girder.

For the purpose of determining the collision load effect at slab critical sections, the load may be assumed to fan out at 30 degrees on each side from the point of load.

'''Determining Top Reinforcing'''

The top (negative) reinforcing steel may be determined by assuming the section to be either singly- or doubly-reinforced, as needed. For slab overhang lengths equal to or less than 3’-10”, the reinforcement shown in the standard slab details is adequate (see LRFD DG Sec. 3.30.1.7). For overhang lengths greater than 3’-10”, further analysis is required for top transverse steel design.

'''Effect of Slab Drains'''

The effect of slab drain openings in the slab overhang shall be considered. Their effect may be considered by ensuring the following:

<math>\,A_{s-provided} \ge A_{s-required}</math>

Where:
{|
|<math>A_{provided}</math>|| = area of steel provided over the strip width including effect of drain openings
|-
|<math>A_{s-required}</math>|| = area of steel required over strip width by calculation
|}

'''Reinforcing Criteria'''

Reinforcing limits, cover, temperature steel, distribution steel, and placement shall be the same as for Slab Interior Section.

'''Special Considerations for SBC-Mounted Light Pole'''

[[751.12_Protective_Barricades#751.12.2.9_Details_of_Mounting_Light_Poles_on_Safety_Barrier_Curbs|Standard details]] for mounting 30 ft. and 45 ft. Type B light poles on safety barrier bridge curb are provided. At the barrier curb-to-slab interface, the force effect of wind on the light pole ''(STRENGTH - III)'' with 90 m.p.h. wind is less than that due to ''EXTREME EVENT-II'' (TL-4) on safety barrier bridge curb. Therefore, reinforcing designed for ''EXTREME EVENT-II'' (TL-4) load combination will be adequate.

=== 751.10.1.7 Standard Slab Details ===

{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
|-valign="top"
|( A )||Although P/S panel slabs are the standard, C.I.P. cross section are shown for information.
|-valign="top"
|( B )||This slab design includes an allowance for 35 psf future wearing surface.
|-valign="top"
|( C )||Slab design is based on ultimate strength design, f’c = 4 ksi, and grade 60 reinforcing steel.
|-valign="top"
|( D )||Haunching diagrams shall be provided for only the P/S panel slab.
|-valign="top"
|( E )||Quantities for haunching are estimated by taking 4% of slab quantities for steel structures and 2% for prestressed structures.
|-valign="top"
|( F )||When the flange width exceeds the bottom longitudinal reinforcement spacing over the girder, reduce the bar spacing between the girders and increase the bar spacing over the girder to clear the flange edges.
|-valign="top"
|( G )||When the structure is on grade, determine lengths of the longitudinal reinforcement in the slab and safety barrier curb from the actual length.
|-valign="top"
|( H )||For slab design, the centerline of wheels is located 1 foot from face of curbs.
|-valign="top"
|( I )||The standard slabs were designed assuming 12” minimum flanges.
|-valign="top"
|( J )|| When median barrier curb or safety barrier curb is permanently required on the structure, other than at the edge of slab, P/S panels are not recommended in the bay underneath the curb. Check reinforcement in the C.I.P bay for collision and wheel loads on opposite faces of the curb and provide suitable anchorage of the reinforcing steel.
|-valign="top"
|( K )||The bridge roadway width, from gutter line to gutter line, shall be the same as the roadbed width (from outside edge of shoulder to outside edge of shoulder).
|-valign="top"
|( L )||The P/S panels are recommended to be used in at least two consecutive bays.
|-valign="top"
|( M )||Standard slabs do not include the effect of features not shown (i.e. sidewalk, fence, utilities, etc…) except for future wearing surface.
|-valign="top"
|( O )|| Minimum concrete cover for slab top bars is 2 ¾” for #8 longitudinal bars.
|-valign="top"
|Note:||Generally, when the deck is bid in Sq. Yd., curbs are bid in linear Ft., and when the deck is bid in Cu. Yd., curbs are bid in Cu. Yd.
|-valign="top"
| || * Cover will be less for greater than #5 longitudinal bars.
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.10 HL93 24-0 ROADWAY - 4 GIRDER.gif]]
|-
!colspan="2"|HL93 (24'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 26-0 ROADWAY - 4 GIRDER.gif]]
|-
!colspan="2"|HL93 (26'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 28-0 ROADWAY - 4 GIRDER.gif]]
|-
!colspan="2"|HL93 (28'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 30-0 ROADWAY - 4 GIRDER.gif]]
|-
!colspan="2"|HL93 (30'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 32-0 ROADWAY - 4 GIRDER.gif]]
|-
!colspan="2"|HL93 (32'-0" ROADWAY - 4 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 36-0 ROADWAY - 5 GIRDER.gif]]
|-
!colspan="2"|HL93 (36'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 38-0 ROADWAY - 5 GIRDER.gif]]
|-
!colspan="2"|HL93 (38'-0" ROADWAY - 5 GIRDER)(UNSYMMETRICAL)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 40-0 ROADWAY - 5 GIRDER.gif]]
|-
!colspan="2"|HL93 (40'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|-
|[[Image:751.10 HL93 44-0 ROADWAY - 5 GIRDER.gif]]
|-
!colspan="2"|HL93 (44'-0" ROADWAY - 5 GIRDER)
|-
|colspan="2"|  
|}

=== 751.10.1.8 Epoxy Coated Reinforcement ===

'''GENERAL'''

All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.

'''NON-INTEGRAL END BENTS WITH EXPANSION DEVICES'''

The #6 bars in the end bent backwall above the upper construction joint shall be epoxy coated. V-bars in the backwall shall also be epoxy coated.

<center>[[Image:751.10 Epoxy coated reinforcement in backwall.gif]]</center>
<center>'''Backwall'''</center>

=== 751.10.1.9 Standard Parabolic Crown ===

Use parabolic rounding for all bridges at the crown of the roadway except
for the bridges with superelevated slabs. The profile grade will be at the
intersection of the two cross-slopes if it is located at the crown of the
roadway.

<center>[[Image:751.10 Method of computing b (Slab on Tangent Alignment).gif]]</center>
<center>"b" (in inches) = "a" (in inches) x (2%) + 1/4"</center>
<center>Method of computing "b" (Slab on Tangent Alignment)</center>

<center>[[Image:751.10 standard parabolic crown detail to be shown on plans.gif]]</center>
<center>Standard Detail to Be Shown on Plans</center>
<center>(*) Omit when not applicable.</center>

<center>'''Parabolic Rounding at Crown'''</center>

=== 751.10.1.10 Profile Grade & Vertical Curve Data ===

'''PROFILE GRADE'''

See the Design Layout for location of the profile grade.

Generally, the profile grade is at the centerline of roadway for two-way traffic bridges.

For one-way traffic bridges (as used in standard divided highways), the profile grade is at some other location away from the centerline of roadway.

Generally, the profile grade will be shown in the cross section through the superstructure on the slab sheet and in the plan view on the front sheet of the design plans.

Show stations and profile grade elevations for all bents in the plan view on the front sheet of the design plans.

<center>[[Image:751.10 PART OF PLAN VIEW SHOWING STATIONS AND PROFILE GRADE ELEVATIONS.gif]]</center>
<center>'''Part of Plan View (Showing Stations and Profile Grade Elevations)'''</center>

'''VERTICAL CURVE DATA'''

Place the vertical curve data on the front sheet near the elevation view at the vertical curve P.I. station, or as near to the vertical curve P.I. station as practical.

<center>[[Image:751.10 vertical curve information.gif]]</center>
<center>'''Vertical Curve Information'''</center>

A crest vertical curve detail is shown. If the bridge is located on a sag vertical curve, then the detail for a sag vertical curve is to be used.

=== 751.10.1.11 Slab Elevations ===

Slab elevations are used to determine haunching at the tenth points of steel and prestressed girder spans over seventy-five feet in length. Spans less than seventy-five feet in length use quarter points.

'''Theoretical Bottom of Slab Elevations at Centerline of Girder (Prior to Forming for Slab)'''

Elevations and details for Theoretical Bottom of Slab Elevations at Centerline of girder (prior to forming for slab) shall be provided on all stringer or girder type structures.

'''Steel Girders'''

Elevations are determined by adding DL1 and DL2 deflections to finished bottom of slab elevations. DL1 deflections are reduced by the percent of dead load deflection due to the weight of structural steel. DL2 deflections are reduced by the percent of dead load deflection due to future wearing surface.

'''P/S I-Girders'''

Initial camber minus final camber is used to determine DL1 deflection.

<center>[[Image:751.10 bottom of slab elevation table simple spans.gif]]</center>
::(**) Elevations are based on a constant slab thickness of 8 1/2" and include allowance for theoretical dead load deflections due to weight of Slab (including Prestressed Panel) and Barrier Curb.

<center>[[Image:751.10 typical slab elevations diagram.gif]]</center>
<center>'''Typical Slab Elevations Diagram'''</center>

{| border="0" cellpadding="3" cellspacing="0" align="center" style="textalign:left"

!align="left" colspan="2"|Example:
|-
|align="right"|972.0715
|align="left"|Finished top of Slab Elevation at centerline of girder
|-
|align="right" style="border-bottom:3px solid black"|- 0.7083
|align="left"|Slab Thickness
|-
|-
|align="right"|971.3632
|align="left"|Finished Bottom of Slab Elevation at centerline of girder
|-
|align="right" style="border-bottom:3px solid black"|+ 0.0478
|align="left"|Theoretical Dead Load Deflection due to weight of slab and barrier curb.
|-
|align="right"|971.4110
|align="left"|Theoretical Bottom of Slab Elevation at centerline Girder (Prior to Forming for Slab)
|-
|align="left"|971.41
|align="left"|(USE) Theoretical Bottom of Slab Elevation at centerline Girder (Prior to Forming for Slab)
|}

<center>'''Typical for P/S I-Girder Design and Details and Simple Span Plate Girder and Wide Flange Girder Design and Details'''</center>

<center>[[Image:751.10 bottom of slab elevation table continuous spans.gif]]</center>
::(**) Elevations are based on a constant slab thickness of 8 1/2" and include allowance for theoretical dead load deflections due to weight of Slab (including Prestressed Panel) and Barrier Curb.

<center>[[Image:751.10 typical slab elevations diagram.gif]]</center>
<center>'''Typical Slab Elevations Diagram'''</center>

{| border="0" cellpadding="3" cellspacing="0" align="center" style="textalign:left"

!align="left" colspan="2"|Example:
|-
|align="right"|830.7504
|align="left"|Finished top of Slab Elevation at centerline of girder
|-
|align="right" style="border-bottom:3px solid black"|- 0.7083
|align="left"|Slab Thickness
|-
|-
|align="right"|830.0421
|align="left"|Finished Bottom of Slab Elevation at centerline of girder
|-
|align="right" style="border-bottom:3px solid black"|+ 0.1348
|align="left"|Theoretical Dead Load Deflection due to weight of slab and barrier curb.
|-
|align="right"|830.1769
|align="left"|Theoretical Bottom of Slab Elevation at centerline Girder (Prior to Forming for Slab)
|-
|align="left"|830.18
|align="left"|(USE) Theoretical Bottom of Slab Elevation at centerline Girder (Prior to Forming for Slab)
|}

<center>'''Typical for Plate Girder and Wide Flange Design and Details'''</center>
<center>(Continuous Spans)</center>

=== 751.10.1.12 Slab Pouring Sequences ===

Concrete pouring and finishing with/without rates are based on the following:

One pouring sequence must be provided that will permit a minimum pouring rate of 25 cubic yards per hour without retarder for steel structures and with retarder for prestressed structures. A minimum finishing rate of 20 linear feet per hour is also required. If these two requirements conflict, see the Structural Project Manager.

Continuous steel structures will normally require a case I pouring sequence with the basic sequence being a skip pour arrangement. Minimum yardage for the basic sequence shall not be less than 25 cubic yards per hour. Computation of minimum yardage for alternate pours is outlined below. If the rate for the alternate pours should be 25 yards or less, the skip pour
basic sequence may be eliminated with the first alternate pour becoming the basic sequence.

Use of retarder is required for prestressed structures and a case II sequence * is normally required. The minimum rate of pour will be determined by the 20 feet per hour minimum finishing rate but shall not be less than 25 cubic yards per hour. For span lengths over 80'or special structures (segmental, etc.), see Structural Project Manager.

:<math>\,W</math> = Slab width (out to out of curbs, or width being poured)(ft.)
:<math>\,T</math> = 8 1/2" (slab thickness)
:<math>\,V</math> = Volume of concrete (cu. yds./hr.)
:<math>\,L</math> (two span) = Length of longest alternate "A" pour (ft.)
:<math>\,L</math> (more than two span) = Length of longest span (ft.)

(*) Case II sequence is used for all prestressed structures, except if slab area of one span is greater than 3,000 sq. ft., use case I.

Minimum rate of pour/hour for alternate pours (reduce V by 25% for P/C P/S Panels).

{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"

!colspan="2" align="left"|Without Retarder:
|-
|width="175px"|<math>V = \left( \frac {LWT}{27} \right).5</math>||Not less than <math>\,25 yds.^3/hr.</math>
|-
!colspan="2" align="left" colspan="2"|With Retarder:
|-
|width="175px"|<math>V = \left( \frac {LWT}{27} \right).3</math>||Not less than <math>\,25 yds.^3/hr.</math>
|-
!colspan="2" align="left" colspan="2"|Simple Span:
|-
|width="175px"|<math>V = \left( \frac {LWT}{27} \right)</math>||Not less than <math>\,25 yds.^3/hr.</math>
|}

Extra long span or extra wide bridges that indicate a basic rate greater than 25 cu. yds. per hr. are to be checked with the Structural Project Manager.

The minimum rate of pour for solid slab or voided slabs is 20 linear feet of bridge per hour and not less than 25 cu. yds. per hour. Check pouring rates with Structural Project Manager if it is indicated necessary to exceed the basic minimum rate of 25 cu. yds. per hour.

The largest minimum rate of pour for alternate pours is 50 cu. yds. per hour in rural areas or 65 cu. yds. per hour in urban areas.

'''Slab Pouring Sequence Transverse Construction Joints'''

'''Slab Pouring Sequence - Bridges on Grade'''

All bridges on straight grades shall be poured up grade.

All bridges on vertical curves may be poured either up or down grade.

'''Transverse Construction Joint'''

On occasion, it will be necessary to off-set the transverse construction joint. For example, on bridges with large skews, wide roadways or short spans, the transverse construction joint could extend across the intermediate bent. Should this occur, the off-set or sawtooth construction joint shall be used.

It is desirable to relocate const. joint within reason (6"±) should it cross additional negative slab reinforcement. However, this shall not be considered critical.

Since the off-set construction joint creates construction problems, the designer shall avoid its use, if possible. Consult the Structural Project Manager for possible variations. See illustrations below for clarification.

{| border="0" cellpadding="5" cellspacing="0" align="center"
|-valign="top"
!align="left"|Situation I:
|Square structures and small skew. Joint normal to Bridge Centerline (Square) or Square Joint.
|-
|colspan="2" align="center"|[[Image:751.10 transverse construction joint - situation 1.gif]]
|-
|colspan="2"|  
|-
|-valign="top"
!align="left"|Situation II:
|Large skew <math>\,(> 45^\circ)</math>, wide roadways, short spans Joint Parallel to skew (skewed) or skewed joints.
|-
|colspan="2" align="center"|[[Image:751.10 transverse construction joint - situation 2.gif]]
|-
|colspan="2" align="center"|Note: Skews <math>\,> 30^\circ</math>, could require this type of joint
|-
|colspan="2"|  
|-
|-valign="top"
!align="left"|Situation III:
|Small skew when number of sawtooth is not excessive (off-set or sawtooth joint.)
|-
|colspan="2" align="center"|[[Image:751.10 transverse construction joint - situation 3.gif]]
|}

'''Longitudinal Construction Joints'''

'''Wide Flange Beam, Plate Girder and Prestressed Girder'''

Normally, the maximum finishing width is 54'. Larger widths require longitudinal construction joints. Normally, the widest section of slab shall be poured first. During construction, the engineer may opt to eliminate this construction joint. Include note (H6.18) on roadways with
longitudinal construction joints to address this option.

The finishing width shall be adjusted to finish the surface approximately parallel to the skew (i.e., skewed transverse construction joints) if the angle of skew exceeds <math>\,45^\circ</math> or if the angle of skew exceeds <math>\,30^\circ</math> and the ratio of placement width divided by span lengths equals or exceeds 0.8.

{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:center"
|-
|[[Image:751.10 longintudinal joint for wide flange or plate girder.gif]]
|-
!Wide Flange Beam or Plate Girder
|-
|  
|-
|[[Image:751.10 longintudinal joint for prestressed girder.gif]]
|-
!Prestressed Girder
|-
|  
|-
|[[Image:751.10 longintudinal joint for voided slab.gif]]
|-
!Voided Slab
|-
|align="center"|(*) See Lap Splices of Tension Reinforcement - [[751.5 Standard Details]]
|}

{| border="0" cellpadding="10" cellspacing="1" align="center" style="textalign:center"

|[[Image:751.10 typical cip construction joint.gif]]
|[[Image:751.10 typical precast panel construction joint.gif]]
|-
!Typical Section thru C.I.P. Slab Construction Joint
!Typical Section thru Precast Panel Slab Construction Joint
|}

'''Pouring and Finishing Concrete Roadway Slabs'''

{| border="1" cellpadding="5" align="center" style="text-align:center"

!colspan="14"|Span Ratio n
|-
!Spans||Coef.||1.0||1.1||1.2||1.25||1.3||1.4||1.5||1.6||1.7||1.8||1.9||2.0
|-
|2||a||.4||--||--||--||--||--||--||--||--||--||--||--
|-
|3||a||.4||.35||.30||.28||.25||.22||.20||.19||.18||.17||.16||.15
|-
|3||b||.15||.18||.21||.25||.30||.33||.35||.36||.37||.38||.39||.40
|-
|4 & 5||a||.4||.35||.30||.28||.25||.22||.20||.19||.18||.17||.16||.15
|-
|4 & 5||b||.15||.18||.21||.25||.30||.33||.35||.36||.37||.38||.39||.40
|-
|4 & 5||c||.15||.18||.21||.25||.30||.33||.35||.36||.37||.38||.39||.40
|}

Use adjacent spans for ratio n.

Span lengths to be used are center to center of bearing.

Modify the dimensions produced by the coefficients on wide roadways and large skews if they produce construction joints that are within 6" of the [[#additional negative slab reinforcement|additional negative slab reinforcement]].

Dimensions, except for terminal lengths of end spans, shall be to the nearest foot.

For 6 & 7 spans, use same coefficients for a, b, & c as for 4 & 5 spans.

<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS I-BEAM, PLATE GIRDER AND PRESTRESSED CONCRETE: (2-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 2 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 2 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.)I-BEAM, PLATE GIRDER AND PRESTRESSED CONCRETE: (3-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 3 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 3 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.), I-BEAM, PLATE GIRDER AND PRESTRESSED CONCRETE: (4-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 4 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 4 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.), I-BEAM, PLATE GIRDER AND PRESTRESSED CONCRETE: (5-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 5 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 1 - 5 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE II CONTINUOUS SPANS, PRESTRESSED CONCRETE: (2-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 2 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 2 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE II CONTINUOUS SPANS (CONT.), PRESTRESSED CONCRETE: (3-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 3 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 3 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE II CONTINUOUS SPANS (CONT.), PRESTRESSED CONCRETE: (4-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 4 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 4 span table.gif]]</center>

<center>'''SLAB POURING SEQUENCE - CASE II CONTINUOUS SPANS (CONT.), PRESTRESSED CONCRETE: (5-SPAN)'''</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 5 span.gif]]</center>

<center>[[Image:751.10 slab pouring sequence - case 2 - 5 span table.gif]]</center>

{| border="0" cellpadding="5" align="center"

|align="right" valign="top"|Note:
|align="left"|Pouring sequence used on prestressed concrete with a basic rate of 25 cu. yds./hr. When multi-series of spans are used - see Structural. Project Manager. Slab pours shown are to be reversed for bridges on a minus grade.
|-
|align="right" valign="top"|(1)
|align="left"|Fill face of end bent or appropriate exposed plates, angles, wide flanges, and joint filler required for expansion devices. Note: For prestressed structures, "aL" and "bnL" may be made shorter than that indicated by the coefficients to balance pours.
|-
|align="right" valign="top"|(2)
|align="left"|Minimum pour rates.
|}

=== 751.10.1.13 Drip Bevel ===

'''Single Drip Bevel'''

<center>[[Image:751.10 single drip bevel.gif]]</center>

Use a single drip bevel on all standard bridges, the low side of superelevated bridges, the high side of superelevated continuous concrete slab bridges, and at medians.

'''Double Drip Bevel'''

<center>[[Image:751.10 double drip bevel.gif]]</center>

Use a double drip bevel on the high side of all superelevated bridges (except continuous concrete slab bridges), and box girder bridges.

=== 751.10.1.14 Timber Header ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.10 typical view of timber header.gif]]
|-
!colspan="2"|TYPICAL VIEW OF TIMBER HEADER (Not for Plans)
|-
|[[Image:751.10 section a-a timber header.gif]]
|[[Image:751.10 part elevation timber header.gif]]
|-
!SECTION A-A
!PART ELEVATION
|-
!colspan="2"|DETAILS OF TIMBER HEADER
|-
|colspan="2"|Note: Remove timber header when concrete pavement is placed.
|-
|colspan="2"|Note: Cost of timber headers complete in place shall be included in price bid for Bridge Approach Slab (Bridge).
|}

== 751.10.2 Stay in Place Deck Formwork ==

=== 751.10.2.1 Prestressed Panels - Design ===

'''Design Criteria'''

Precast prestressed concrete panels shall be 3” thick with 5.5” cast-in-place concrete slab. Panel concrete strength shall be <math>\,f'_c</math> = 6.0 ksi and <math>\,f'_{ci}</math> = 4.0 ksi. Cast-in-place slab shall be of strength <math>\,f'_c</math> = 4.0 ksi. The panels are considered as beams for analysis and design.

Prestressing steel shall be AASHTO M 203 (ASTM A 416) – Uncoated Seven-Wire, Low-Relaxation Strands. The strands will be grade 270 ksi, have a nominal diameter of 3/8”, area of 0.085 <math>\,in.^2</math>, and be spaced at 4.5” in the panels.

{|
|<math>\,f_{pu}</math>|| = ultimate strength of strands = 270 ksi
|-
|<math>\,f_y</math>|| = yield strength of strands = 0.9<math>f_{pu}</math> = 243 ksi
|-
|<math>\,E_p</math>|| = modulus of elasticity of strands = 28,500 ksi
|}

Panels shall be set on joint filler in accordance with Sec 1057.6 of Missouri Standard Specifications or polystyrene bedding material. Filler thickness shall be a minimum of 1” and a maximum of 2”. Standard filler width is 1.5” except at splice plates where 3/4” minimum is allowed to clear splice bolts. Joint filler thickness may be reduced to a minimum of 1/4” over splice plates on steel structures. The joint filler thickness may also be varied within these limits to offset girder camber or at the contractor’s option a uniform 1” (min.) thickness may be used throughout. The same thickness shall be used under any one edge of any panel and the maximum change in thickness between adjacent panel shall be 1/4”.

As per the above criteria, the following shall control the panel width, measured parallel to the prestressing strands:
* Maximum Panel Width = 9’-6”
* Minimum Panel Width = 4’-0”

Precast prestressed panels are recommended to be used in at least two consecutive bays.

When a median barrier curb is permanently required on the structure, precast prestressed panels are not recommened to be allowed in the bay underneath the curb.

Note: Units of stress are in ksi.

'''Load Definitions'''

Non-Composite Loading – This is the loading that occurs before the cast-in-place concrete slab hardens and acts compositely with the prestressed panels. The contributions to the Non-Composite Loading are as follows:
* Precast Prestressed Panel, ''DC''
* Cast-In-Place Slab, ''DC''
* Additional Slab Weight due to excess haunch, ''DC''
* Construction Load of 50 lb/ft2

Composite Loading – This is the loading that occurs after the cast-in-place concrete slab hardens and acts compositely with the prestressed panels. The contributions to Composite Loading are as follows:
* Future Wearing Surface, ''DW''
* Safety Barrier Curb, ''DC''
* Design Live Load, ''LL''

'''Prestress Losses'''

Refined estimates of time-dependent losses are used, based on LRFD 5.9.5.4, as opposed to approximate lump sum estimate of losses in LRFD 5.9.5.3.

The prestress losses shall be calculated to investigate concrete stresses at two different stages.

# Temporary stresses immediately after transfer:
# Final stresses

'''Load Combinations for Stress Checks'''

Construction Loading = DC + 0.050 ksf with Effective Prestressing Force

:Allowable Concrete Tensile Stress = <math>\, -0.19 \sqrt f'_c</math>
:Allowable Concrete Compressive Stress = <math>\, 0.6 f'_c</math>

Service I = Permanent Loads with Effective Prestressing Force

:Allowable Concrete Compressive Stress = <math>\, 0.45 f'_c</math>

Service I = Live Load + Half the Sum of Permanent Loads and Effective Prestressing Force

:Allowable Concrete Compressive Stress = <math>\, 0.40 f'_c</math>

Service I = 1.0DC + 1.0DW + 1.0LL with Effective Prestressing Force

:Allowable Concrete Compressive Stress = <math>\, 0.6 f'_c</math>

Service III = 1.0DC + 1.0DW + 0.8LL with Effective Prestressing Force

:Allowable Concrete Tensile Stress = <math>\, -0.19 \sqrt f'_c</math>

Strength I = 1.25*DC + 1.5*DW + 1.75LL with Effective Prestressing Force

:Factored Moment Resistance = <math>\, \phi M_n = A_{ps} f_{ps} (d_p - a/2)</math>

:Where:
:<math>\, \phi</math> = as calculated in LRFD 5.5.4.2.1

Reinforcement Check

:Minimum Requirement = <math>\, \phi M_n \ge Min. \big[ 1.2M_{cr}, 1.33M_u \big]</math>

=== 751.10.2.2 Prestressed Panels - Details ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels Prestressed Structure:'''
|colspan="1"|[[Image:751.10 panels - square ends - prestressed structures.gif]]
|[[Image:751.10 panels - skewed ends - prestressed structures.gif]]
|-
!colspan="1"|Panels-Squared Ends
!Panels-Skewed Ends
|-
!colspan="3"|PLAN OF PRECAST PRESTRESSED PANELS PLACEMENT
|}

{|border="0" cellpadding="5" cellspacing="0" align="center" style="text-align:center"

|valign="top"|(1)
|align="left"|End panels shall be dimensioned 1" min. to1-1/2" max. from the inside face of diaphragm.
|rowspan="3" colspan="2"|[[Image:751.10 panels - section thru const joint.gif]]
|-
|valign="top"|(2)
|align="left"|S-Bars shown are bottom steel in slab between panels and used with squared end panels only.
|-
|valign="top"|(3)
|align="left"|Extend S-Bars 18 inches beyond the front face of end bents only.
|-
|colspan="2" rowspan="2"|[[Image:751.10 panels - section a-a.gif]]
!colspan="2"|Section Thru Const. Joint
|-
|valign="top"|(*)
|align="left" valign="top"|Adjust the permissible construction joint to a clearance of 6 inches minimum from the joints of the panels.

Note: All reinforcement other than prestressing strands shall be epoxy coated.
|-
!colspan="2"|Section A-A
|colspan="2" rowspan="5"|[[Image:751.10 panels - section thru cantilever.gif]]
|-
|valign="top"|(**)
|align="left" valign="top"|1" Min. thru 2" max. thickness and 1 1/2" width of preformed fiber expansion joint material or polystyrene bedding material
|-
|colspan="2"|  
|-
|colspan="2"|  
|-
|colspan="2"|  
|-
|colspan="2"|  
!colspan="2"|Section Thru Cantilever
|}

{|border="0" cellpadding="5" cellspacing="0" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels Steel Structure:'''
|colspan="2"|[[Image:751.10 panels - square ends - end bent - steel structure.gif]]
|[[Image:751.10 Panels - square ends - int end bent - steel structure.gif]]
|[[Image:751.10 Panels - square ends - int bent - steel structure.gif]]
|-
!colspan="2"|End Bent
!End Bent (Integral)
!Int. Bent (Exp. Gap)
|-
!colspan="4"|Panels-Squared Ends
|-
|colspan="2"|[[Image:751.10 panels - skewed ends - int bent exp gap - steel structure.gif]]
|[[Image:751.10 panels - skewed ends - end bent - steel structure.gif]]
|[[Image:751.10 panels - skewed ends - int end bent - steel structure.gif]]
|-
!colspan="2"|Int. Bent (Exp. Gap)
!End Bent
!End Bent (Integral)
|-
!colspan="4"|Panels-Skewed Ends
|-
!colspan="4"|PLAN OF PRECAST PRESTRESSED PANELS PLACEMENT
|-
|valign="top"|(1)
|align="left"|End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.
|colspan="2" rowspan="2"|[[Image:751.10 panels - section a-a steel structure.gif]]
|-
|valign="top"|(2)
|align="left"|S-Bars shown are bottom steel in slab between panels and used with squared end panels only.
|-
|valign="top"|(3)
|align="left"|Extend S-bars 18 inches beyond the front face of end bents only.
|colspan="2"|'''Section A-A''' (*) Over splice plates, 3/4" Min. thickness allowed.
|-
|valign="top"|(4)
|align="left" valign="top"|S-Bars shown are used with skewed end panels, or square end panels of square structures only. The #5-S Bars will extend the width of slab (30" lap if necessary) or to within 3" of expansion device assemblies.
|colspan="2" rowspan="3"|[[Image:751.10 panels - section b-b steel structure.gif]]
|-
|valign="top"|Note:
|align="left"|All reinforcement other than prestressing strands shall be epoxy coated.
|-
|  
|  
|-
|  
|  
|colspan="2"|'''Part Section B-B'''
|-
|colspan="4"|[[Image:751.10 panels - section thru cantilever steel structure.gif]]
|-
|colspan="4"|'''Section Thru Cantilever'''
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Details of Precast Prestressed Panels for all Structures:'''
|colspan="2"|[[Image:751.10 plan of precast prestressed panel.gif]]
|colspan="2"|[[Image:751.10 plan of precast prestressed panel (skewed end-option).gif]]
|-
!colspan="2" valign="top"|Plan of Precast Prestressed Panel
!colspan="2" valign="top"|Plan of Precast Prestressed Panel (Skewed End-Optional)
|-
|valign="top"|(*)
|align="left" valign="top"|= 3" Min. (Typ.) for steel girder structures
!colspan="2" rowspan="3"|[[Image:751.10 detail a (precast panels).gif]]
|-
|valign="top"|(*)
|align="left" valign="top"|= 3" Min. (Typ.) for P/S girder structures
|-
|valign="top"|(**)
|align="left" valign="top"|Use #3-P3 bars if panel is skewed <math>\,45^\circ</math> or greater.
|-
|colspan="2" rowspan="2"|[[Image:751.10 section b-b (precast panels).gif]]
!colspan="2"|Detail "A"
|-
|valign="top"|Note:
|align="left" valign="top"|Area of Strand = Astra = 0.085 sq. in./strand Initial prestressing stress = fsi = (0.75)(270 ksi) = 202.5 ksi Initial prestressing force = Astra x fsi = (0.085 sq. in./strand)(202.5 ksi) = 17.2 kips/strand
|-
!colspan="2"|Section B-B
|}

=== 751.10.2.3 Steel Corrugated Bridge Forms ===

(Generally Curved Steel Structures)

(Use only with approval of the Structural Project Manager)

<center>[[Image:751.10 stay-in-place forms (steel girders).gif]]</center>
<center>'''Steel Girders'''</center>

<center>[[Image:751.10 section a-a stay-in-place forms (steel girders).gif]]</center>
<center>'''Section A-A'''</center>

== 751.10.3 Bridge Deck Drainage - Slab Drains ==

=== 751.10.3.1 Type, Alignment, Spacing ===

'''Type'''

Slab drains shall be 8" x 4" x 1/4" steel tubing whenever possible.

'''Alignment'''

All standard crown roadways shall have the 8" x 4" steel tubing placed with the 8" side perpendicular to the curb whenever possible.
All super-elevated roadways shall have the 8" x 4" steel tubing placed with the 8" side parallel to the curb.

'''Slab Drain Spacing'''
Slab drain spacing shall be designed according to the 1986 FHWA report "Bridge Deck Drainage Guidelines" along with information acquired from the 1995 University of Missouri Rolla report "Scupper Interception Efficiency." The following general guidelines may be refined if justified by appropriate calculations by other methods of design such as FHWA “HEC 21, Design of Bridge Deck Drainage”. The variations to the design and general requirements listed below should be discussed with the appropriate Liaison or Project Manager on a project by project basis before incorporated into the final design.

'''General Requirements for Location and Spacing of Slab Drains'''
# Drains shall be spaced no closer than 8 ft. center to center.
# Drains shall be omitted on high side of super-elevation bridges.
# Drains shall not be located over unprotected fill. If drains are needed, fill should be protected with use of; rock blanket with surface grout, rock blanket with type 3 qeotextile, or concrete slope protection.
# Drains shall be omitted on all grade separations and rail overpasses except when located over concrete slope protection or as noted on Design Layout.
# For Bridges with slopes less than 0.5%, space drains at about 10 ft. centers where possible.
# Use consistent spacing for drains when possible.
# Drains shall be placed at least 5 feet from the face of substructure beam.
# Drains shall be dimensioned along centerline of exterior girder to facilitate placement of coil inserts or holes in girders.
# For all sag vertical curves, locate the points at which the slope is 0.5% on either side of the low point, and space drains on 10 ft. centers between them where possible. Use equations in this section for spacing drains for the remainder of the curve.
# If location restrictions apply, the same number of drains as calculated by equations in this section shall be placed on the bridge when possible. The designer is responsible for relocating drains.
# The length of the approach slab shall be included in the length of the bridge for spacing computations. Do not place slab drains on the approach slab.

'''Calculation of spacing to first slab drain'''

The first slab drain either side from the high point of the bridge shall be calculated according the following equation. If the value of L1 is greater than the bridge length, slab drains are not required.

:<math>\, L_1 = \frac {24,393.6 (S_x)^{1.67} (S)^{0.5} (T)^{2.67}}{CnIW}</math>

* <math>\, L_1</math> = Distance from high point to first slab drain (ft.)
* <math>\, S_x</math> = Cross slope of slab (ft./ft.)
* <math>\, S</math> = Longitudinal slope of bridge (ft./ft.). For vertical curve bridges, "S" is the longitudinal slope at the location of the drain being analyzed. A linear approximation can be used to simplify the calculations.
* <math>\, T</math> = Design spread (ft.). The spread is the width of gutter flow. The spread for any bridge with a 3 ft. or more shoulder width should be taken as 6 ft. If the shoulder width is less than 3 ft., the spread shall be the shoulder width plus 3 ft.
* <math>\, C</math> = Ratio of impervious to pervious drain area. On a bridge deck, most rainfall runs off, except at the beginning of a storm when rain wets the bridge deck and fills small depression areas. Design of slab drain spacing assumes the bridge deck is wetted, therefore a "<math>\, C</math>" value of 1.0 is recommended.
* <math>\, n</math> = Manning's coefficient of friction. For typical pavements, "<math>\, n</math>" equal to 0.016 is used.
* <math>\, I</math> = Design rainfall intensity (in./hr.). The "Rational Method" as outlined in "Hydraulic Engineering Circular-12, (HEC-12)" with a 25 year frequency for a 5 minute time period shall be used to calculate the design rainfall. Missouri's intensity varies from 8.00 in./hr. to 8.50 in./hr. for this frequency and time period. Therefore an "<math>\, I</math>" value of 8.50 in./hr. is recommended to determine slab drain spacing.
* <math>\, W</math> = Width of deck drainage area (ft.). For crowned roadways use distance from top of crown to curb face and for super-elevated bridges use distance from face of curb to face of curb.

'''Calculation of Additional Slab Drain Spacing'''

Once the first slab drain has been located, slab drain efficiency "Es" is required to determine the location of additional slab drains. Given the efficiency of the slab drain, the amount of flow intercepted by the first slab drain (q)i is determined by (q)i =Es(QT)i where (QT) is the flow at which the gutter is filled to the design spread (T) at slab drain #1 and is determined by the equation:

:<math>\, Q_T = \frac {CIWL}{43,560}</math> (cu. ft./second)

Interception flow decreases the flow in the gutter by q (intercepted). This flow must be replaced before another slab drain is required. Flow in the gutter at the second slab drain is given by the equation:

:<math>\, (Q_T)_{i+1} = \frac {CIW(L)_{i+1}} {43,560} - \textstyle \sum_{j=1}^i (q)_j</math> (cu. ft./second)

Another slab drain is located when runoff minus intercepted flow equals flow in the gutter filled to the design spread <math>\, (T)</math> at length <math>\, (L)_{i+1}</math> where <math>\, (L)_{i+1}</math> is the total length of bridge to <math>\, (slab drain)_{i+1}</math>.

For tangent sections the additional theoretical slab drain spacing are constant. For vertical curve sections the theoretical slab drain spacing are variable and require the designer to repeat the process till the end of the bridge. Theoretical spacing should be revised to consider ease of spacing.

'''Calculation of Slab Drain Interception Efficiency'''

Slab drain interception efficiency <math>\, (E_S)</math> is that fraction of gutter flow removed by the slab drain. FHWA's report called "Bridge Deck Drainage Guidelines" gives an approximation for <math>\, (E_S)</math> for small grates and low gutter velocities,
<math>\, E_S = 1- \big[1-(w/T) \big]^{2.67}</math> which is a fraction of triangular gutter flow passing over a slab drain located next to the curb.

* <math>\, w</math> = width of slab drain normal to the flow (ft).
* <math>\, T</math> = Design spread.

In UMR's report "Scupper Interception Efficiency" imperical data is used to determine a more precise efficiency coefficient. They state that the slab drain efficiency <math>\, (E_S)</math> can be closely approximated by the equation <math>\, E_s = aS^b</math>, where <math>\, E_S</math> is a percent (%) and must be divided by 100 for use in the flow equations.

* <math>\, S</math> = Longitudinal slope of bridge at slab drain location.
* <math>\, a</math> and <math>\, b</math> = Imperical coefficients dependent on the bridge cross-slope. The following tables can be used to determine <math>\, a</math> and <math>\, b</math>.

The UMR method shall be used whenever possible because of its ability to account for increased velocities with increased slopes in its efficiency coefficient. When the design spread "<math>\, T</math>" is other than 6 feet, the FHWA method must be used.

{|border="1" style="text-align:center" cellpadding="5" align="center"
|+'''Slab Drain with 8" dimension perpendicular to face of curb. T = 6 ft.'''
!width="100px"|Cross-Slope||width="100px"|a||width="100px"|b
|-
|0.010||14.580||-0.180
|-
|0.016||6.670||-0.340
|-
|0.020||3.550||-0.450
|-
|0.030||2.080||-0.500
|-
|0.040||2.080||-0.440
|-
|0.050||3.680||-0.280
|-
|0.060||5.510||-0.140
|-
|0.070||4.550||-0.160
|-
|0.080||5.420||-0.110
|}

{|border="1" style="text-align:center" cellpadding="5" align="center"
|+'''Slab Drain with 8" dimension parallel to face of curb. T = 6 ft.'''
!width="100px"|Cross-Slope||width="100px"|a||width="100px"|b
|-
|0.010||9.170||-0.230
|-
|0.016||7.060||-0.280
|-
|0.020||5.620||-0.320
|-
|0.030||4.670||-0.320
|-
|0.040||3.060||-0.370
|-
|0.050||3.660||-0.300
|-
|0.060||4.560||-0.210
|-
|0.070||5.500||-0.130
|-
|0.080||5.420||-0.110
|}

=== 751.10.3.2 Details ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Steel Structure - No Wearing Surface'''
|rowspan="3"|[[Image:751.10 part section of slab drain steel structure.gif]]
|[[Image:751.10 elevation of drain psi and steel structure.gif]]
|-
!Elevation of Drain
|-
|[[Image:751.10 plan of drain psi and steel structure.gif]]
|-
!Part Section of Slab Drain
!Plan of Drain
|-
|colspan="2"|(*) If dimension is less than 1", drains shall be placed parallel to roadway. Otherwise, place drains transverse to roadway.
|-
|rowspan="2"|[[Image:751.10 part section showing bracket assembly transverse steel.gif]]
|[[Image:751.10 part section showing bracket assembly parrallel.gif]]
|-
!Parallel
|-
!Transverse
|-
!colspan="2"|Part Sections Showing Bracket Assembly
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Continuous Concrete Structure - No Wearing Surface'''
|rowspan="3"|[[Image:751.10 part section of slab drain cont conc structure.gif]]
|[[Image:751.10 elevation of drain cont conc structure.gif]]
|-
!Elevation of Drain
|-
|[[Image:751.10 plan_of_drain_psi_and_steel_structure.gif]]
|-
!Part Section of Slab Drain
!Plan of Drain
|-
|colspan="2"|Note: Drains shall be placed a minimum of 6" from leg of all drop panel reinforcing bars.
|-
|[[Image:751.10 part plan of slab drain solid slab structure.gif]]
|[[Image:751.10 part plan of slab drain voided slab structure.gif]]
|-
!Solid Slab Bridge
!Voided Slab Bridge
|-
!colspan="2"|Part Plan of Slab Drain
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Prestressed "I" Girder Structure - No Wearing Surface'''
|rowspan="3"|[[Image:751.10 part section of slab drain psi structure.gif]]
|[[Image:751.10 elevation_of_drain_psi_and_steel_structure.gif]]
|-
!Elevation of Drain
|-
|[[Image:751.10 plan_of_drain_psi_and_steel_structure.gif]]
|-
!Part Section of Slab Drain
!Plan of Drain
|-
|colspan="2"|(*) If dimension is less than 1", drains shall be placed parallel to roadway. Otherwise, place drains transverse to roadway.
|-
|rowspan="2"|[[Image:751.10 part section showing bracket assembly transverse psi.gif]]
|[[Image:751.10 part_section_showing_bracket_assembly_parrallel.gif]]
|-
!Parallel
|-
!Transverse
|-
!colspan="2"|Part Sections Showing Bracket Assembly
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Prestressed Double-Tee Structure - No Wearing Surface'''
|[[Image:751.10 part section of slab drain double-tee.gif]]
|[[Image:751.10 part plan of slab drain block out double-tee.gif]]
|-
!Part Section of Slab at Drain
!Part Plan of Drain Blockout
|-
|rowspan="3"|[[Image:751.10 elevation of drain double-tee.gif]]
|[[Image:751.10 part section a-a double-tee drain.gif]]
|-
!Part Section A-A
|-
|[[Image:751.10 section b-b double-tee drain.gif]]
|-
!Elevation of Drain
!Section B-B
|-
|colspan="2"|[[Image:751.10 plan of drian double-tee.gif]]
|-
!colspan="2"|Plan of Drain
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Prestressed Bulb Tee Girder Structure (Cantilevers 3'-8" or more)- No Wearing Surface'''
|rowspan="3"|[[Image:751.10 part section of slab drain bulb tee 3ft8in+ cantilever.gif]]
|[[Image:751.10 elevation of drain bulb-tee 3ft8in+ cantilever.gif]]
|-
!Elevation of Drain
|-
|[[Image:751.10 plan of slab drain bulb-tee 3ft8in+ cantilever.gif]]
|-
!Part Section of Slab Drain
!Plan of Drain
|-
|colspan="2"|[[Image:751.10 part section showing bracket assembly bulb-tee.gif]]
|-
!colspan="2"|Part Section Showing Bracket Assembly
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Prestressed Bulb Tee Girder Structure (Cantilevers less than 3'-8")- No Wearing Surface'''
|rowspan="3"|[[Image:751.10 part section of slab drain bulb tee 3ft8in- cantilever.gif]]
|[[Image:751.10 elevation of drain bulb-tee 3ft8in- cantilever.gif]]
|-
!Elevation of Drain
|-
|[[Image:751.10 plan of slab drain bulb-tee 3ft8in- cantilever.gif]]
|-
!Part Section of Slab Drain
!Plan of Drain
|-
|colspan="2"|[[Image:751.10 part_section_showing_bracket_assembly_bulb-tee.gif]]
|-
!colspan="2"|Part Section Showing Bracket Assembly
|}

=== 751.10.3.3 General Requirements for Location of Slab Drains ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Example Elevations Showing Possible Slab Drain Locations'''
|[[Image:751.10 stream crossing with no slope protection.gif]]
|-
!Elevation of Stream Crossing with no Slope Protection
|-
|  
|-
|[[Image:751.10 stream crossing with slope protection.gif]]
|-
!Elevation of Stream Crossing with Slope Protection
|-
|  
|-
|[[Image:751.10 grade separation with paved slope protection.gif]]
|-
!Elevation of Grade Separation with Paved Slope Protection
|-
|(*) See Design Layout for maximum slope of spill fill.
|}

== 751.10.4 Conduit Systems ==

'''General'''

Conduit systems shall be provided on structures when specified on the Design Layout.

All Conduit shall be rigid non-metallic schedule 40 heavy wall PVC (Polyvinyl
Chloride Plastic). Provide appropriate notes on plans.

All Conduit Clamps, if required, shall be commercially available conduit clamps
approved by the engineer.

'''Size'''

Conduit size shall be specified on the Design Layout.

'''Location'''

Single 2" round conduit shall be placed in the slab.

Single conduit greater than 2" round shall be placed in the barrier curb (4" round max. for bridge without cantilever sidewalk, 3" round max. for bridge with cantilever sidewalk).

Placement of multiple conduit shall be determined on a case by case basis. Options include placing conduit on hangers, encasing conduit in concrete that is attached to slab, and encasing conduit in safety barrier curb if there is enough room. Multiple conduits are not allowed
in curb when sidewalk is used.

See example details below.

'''Expansion Fittings'''

Expansion fittings shall be specified on the plans when conduit passes across expansion devices and filled joints, including filled joints in the barrier curb when conduit is located in the curb.

Expansion movements shall be specified at each location of an expansion fitting. Expansion fittings shall be able to accommodate movement one and a half times the designed expansion movement or 4 times the joint filler thickness rounded to nearest half inch.

:'''Example 1''' - Plate Girder with expansion length of 300 ft.

:<math>\, \triangle(Steel) = (0.0000065)(140)(300)(12) = 3.276 inches</math>
:<math>\, \triangle(Fitting)total = 1.5 \times 3.276 = 4.914inches</math>
:<math>\, \triangle(Fitting)either direction = (4.914/2) = 2.457 inches</math>
:'''Use 2 1/2 inches.'''

:'''Example 2''' - 1/4 " Joint filler in curb

:<math>\, \triangle(Fitting)total = 4 \times 0.25 = 1.0 inch</math>
:<math>\, \triangle(Fitting)either direction = (1.0/2) = 0.5 inch</math>
:'''Use 1/2 inch.'''

'''Junction Boxes'''

Size and location of junction boxes shall be specified on the plans when a conduit system is used. The minimum size junction box for 2" round conduit is 12" x 12" x 4". The minimum size junction box for greater than 2" round conduit is 12" x 14" x 6". The minimum size junction box for 4" round conduit is 16" x 12" x 6". No more than one 4" round conduit shall be allowed in safety barrier curb and none are allowed when cantilever sidewalk is used due to clearance problems with reinforcement and inadequate concrete cover. Multiple conduits are not allowed in safety barrier curb when cantilever sidewalk is used. A junction box shall be located in a wing at each end of the bridge. Junction boxes shall also be located on the bridge when
junction box spacing is greater than 250 feet. Junction boxes located in the slab or barrier curb shall preferably be located in areas accessible from underneath the bridge. See details of locations of junction boxes below.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Conduit Systems Placement'''
|colspan="2"|[[Image:751.10 section of conduit in slab.gif]]
|[[Image:751.10 section of conduit in barrier curb.gif]]
|-
!colspan="2"|Section of Conduit in Slab
!Section of Conduit in Barrier Curb
|-
|colspan="2"|[[Image:751.10 section of multiple conduit in barrier curb.gif]]
|[[Image:751.10 section of multiple conduit encased in slab.gif]]
|-
!colspan="2"|Section of Multiple Conduit in Barrier Curb
!Section of Multiple Conduit Encased in Slab
|-
|colspan="2"|[[Image:751.10 part section of suspended conduit at drain.gif]]
|[[Image:751.10 part section of suspended conduit at drain detail a.gif]]
|-
!colspan="2"|Part Section of Suspended Conduit at Drain
!valign="top"|Detail A
|}
<center>(*) Use 2" round or 3" round conduit for bridges with sidewalk; Use 4" round (Max.) conduit for bridge without sidewalk.</center>

<center>(**) Multiple conduits are not allowed when sidewalk is used.</center>

<center>4" round conduit not allowed in curb when sidewalk not supported by girder is used.</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Details of Junction Boxes'''
|colspan="3"|[[Image:751.10 part elevation of junction box in wing.gif]]
|-
!colspan="3"|Part Elevation of Junction Box in Wing
|-
|colspan="3"| 
|-
|[[Image:751.10 part section a-a junction box in wing.gif]]
|[[Image:751.10 section of junction box in slab.gif]]
|[[Image:751.10 section of junction box in barrier curb.gif]]
|-valign="top"
!Part Section A-A
!Section of Junction Box in Slab
!Section on Junction Box in Barrier Curb
|}
<center>(Note: if multiple conduits, 4" round conduit not allowed in curb.)</center>

[[Category:751 LRFD Manual General]]