Difference between pages "751.10 General Superstructure" and "Recent Policy Changes in the EPG"

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(→‎751.10.4 Conduit Systems: updated per RR 3631)
 
 
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Regardless of type of barrier or railing shown the following guidance is applicable for all barrier and railing types.
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<div style="border: 0px solid #74BAAC; background:white"; padding:5px>
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INSTRUCTIONS FOR ADDING A DEFAULT DIVISION STYLE OF BOXES
  
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== 751.10.1 Slab on Girder ==
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1) Copy the next 4 lines of code below
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2) Paste code below where you want to insert your update
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3) Update the Date and Text
  
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=== 751.10.1.1 Material Properties ===
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 20, 1971
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TEXT FOR RECENT UPDATES SHOULD BE IN THIS AREA
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">October 11, 2024
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* Revised Tack Coat application rate for estimating quantities for bridges in [[751.6_General_Quantities#751.6.2.16_Tack_Coat | EPG 751.6.2.16 Tack Coat]].
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* Updated guidance with the State Funded ROW A-date process and clarified some other steps regarding the limited a-date process in [[236.3_Administration#236.3.4_Right_of_Way_Acquisition_Authority_and_Project_Funding | EPG 236.3.4 Right of Way Acquisition Authority and Project Funding]]. 
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</div>
  
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{| border="0" cellpadding="2" cellspacing="0" align="center" style="textalign:left"
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">October 10, 2024
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* Revised monetary limits due to the new 49 CFR part 24 final rule for relocation benefits and minor grammar updates were also made in [[236.8_Relocation_Assistance_Program|EPG 236.8 Relocation Assistance Program]].
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* Update guidance on addressing apprenticeship guidance on prevailing wage rates in [[:Category:110_State_and_Federal_Wage_Rates_and_Other_Requirements#110.3_Prevailing_Wages_and_Records_.28Guidance_for_Sec_110.3.29 | EPG110.3 Prevailing Wages and Records (Guidance for Sec 110.3)]].
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</div>
  
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!colspan="3" align="left"|Concrete Slab on Girders
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 22, 2024
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|colspan="2"|Unit weight of reinforced concrete,
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* Updated EPG [[:Category:408_Prime_Coat#408.1.5_Method_of_Measurement_.28Sec_408.5.29|408.1.5 Method of Measurement (Sec 408.5)]] to provide guidance and specifications for volume correction of liquid asphalt.
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| <math>\,\gamma_c</math> = 150 <math>\,lb/ft^3</math>
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* Updated Longitudinal Buffer Spaces (Table  616.3.6) in EPG [[616.3_Temporary_Traffic_Control_Elements_(MUTCD_Chapter_6C)#616.3.6.4_Side_Road_Tapers|616.3.6.4 Side Road Tapers]].
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|-
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* Updates to EPG [[:Category:618_Mobilization|618 Mobilization]], this eliminates a separate payment for contract bond and RR insurance. No change to the retention of mobilization in excess of 10% of the contract (released at acceptance for maintenance).
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| &nbsp;
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* Updates to reflect LRFD seismic bridge and retaining wall design policy implementation in EPG [[321.2_Geotechnical_Guidelines#321.2.4.4_Light_Towers|321.2.4.4]], [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.1_Materials_Guidance_for_Sec_720|720.1]], [[:Category:747_Bridge_Reports_and_Layouts#747.2.6.2_Mechanically_Stabilized_Earth_.28MSE.29_Wall_Systems|747.2.6.2]], [[:Category:751_LRFD_Bridge_Design_Guidelines|multiple articles in 751]], [[:Category:756_Seismic_Design|756]] and [[:Category:1052_Mechanically_Stabilized_Earth_Wall_(MSE)_and_Sound_Wall_System_Components|multiple articles in 1052]].
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|Class B-2 Concrete
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* Include EPG guidance for use of stay-in-place transparent forms for bridge decks in EPG [[751.6_General_Quantities#751.6.1_Index_of_Quantities|751.6.1 Index of Quantities]], [[751.10_General_Superstructure#751.10.1.7_Standard_Bridge_Deck_Details|751.10.1.7 Standard Bridge Deck Details]], [[751.10_General_Superstructure#751.10.2.4_Transparent_Forms|751.10.2.4 Transparent Forms]] and [[751.50_Standard_Detailing_Notes#B3c._Slabs_on_Steel.2C_Concrete_and_Semi-Deep_Abutment.2C_and_Reinforced_Concrete_Wearing_Surfaces.|751.50 Standard Detailing Notes]].
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|<math>\,f'_c</math> = 4.0 ksi
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* Chain link fence revised for LRFD specifications and added 120-inch straight and 96-inch curved chain link fence options. Fence posts are attached to top of curb. Chain link fence with Type D and H barrier options also added to allow the barrier to be slip-formed with chain link fence posts attached to back face of barrier, see EPG [[751.5_Structural_Detailing_Guidelines#751.5.8.5_Pedestrian_Railing|751.5.8.5 Pedestrian Railing]], [[751.6_General_Quantities|751.6 General Quantities]], [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.4_Chain_Link_Fence|751.12.4 Chain Link Fence]] and [[751.50_Standard_Detailing_Notes#H11._Fences_and_Sidewalks|751.50-H11 Standard Detailing Notes]].
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|-
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</div>
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| &nbsp;
 
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|<math>n</math> = 8
 
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|colspan="2"|Modulus of elasticity,
 
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|<math>E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}</math>
 
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| &nbsp;
 
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|Where:
 
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|f'<sub>c</sub> in ksi
 
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|colspan="2"|'''<math>w_c</math>''' = unit weight of nonreinforced concrete = 0.145 kcf
 
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|-
 
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| &nbsp;
 
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|K<sub>1</sub> = correction factor for source of aggregate<br/> <font color = "white">aa</font color="white"> = 1.0 unless determined by physical testing
 
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|colspan="2"|Modulus of rupture:
 
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|<math>\,f_r</math> = 0.24 <math>\,\sqrt{f^'_c}</math>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;LRFD 5.4.2.6
 
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|-
 
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| &nbsp;
 
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|Where:
 
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| &nbsp;
 
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| &nbsp;
 
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|f'<sub>c</sub> in ksi
 
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| &nbsp;
 
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!colspan="3" align="left"|Concrete Barrier or Railing
 
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|-
 
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| &nbsp;
 
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|Class B-1 Concrete
 
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|<math>\,f'_c</math>= 4.0 ksi
 
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|-
 
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| &nbsp;
 
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| &nbsp;
 
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|<math>n</math> = 8
 
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|-
 
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!colspan="3" align="left"|Future Wearing Surface
 
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|colspan="2"|Unit weight of future wearing surface,
 
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| <math>\,\gamma_{fws}</math> = 140 <math>\,lb/ft^3</math>
 
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!colspan="3" align="left"|Reinforcing steel
 
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| &nbsp;
 
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|Minimum yield strength,
 
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|<math>\,f_y</math> = 60.0 ksi
 
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|-
 
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| &nbsp;
 
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|Steel modulus of elasticity
 
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|<math>\,E_s</math> = 29000 ksi
 
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|}
 
  
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=== 751.10.1.2 Limit States and Load Factors ===
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 18, 2024
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* EPG [[751.1_Preliminary_Design#751.1.3.4_Barrier_or_Railing_Type.2C_Height_and_Guidelines_for_Curb_Blockouts|751.1.3.4 Barrier or Railing Type, Height and Guidelines for Curb Blockouts]] was updated to correct the crash test classification for the 12” x 29” vertical bridge barrier.
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</div>
  
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In general, each component shall satisfy the following equation:
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 11, 2024
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* Current armor detail is no longer in production. An optional armor detail is provided in bridge standard drawings. Added a standard note for those drawings to EPG [[751.50_Standard_Detailing_Notes#H5d._Strip_Seal_.28Notes_for_Bridge_Standard_Drawings.29|751.50]].
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</div>
  
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 3, 2024
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* Updated Safer Document in EPG [[907.9_Safety_Assessment_For_Every_Roadway_(SAFER)|907.9]].
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* Updated the language in EPG [[:Category:128_Conceptual_Studies#128.2_Preventive_Maintenance_Projects_.281R_and_2R.29|128.2 Preventive Maintenance Projects (1R and 2R)]] to be consistent with the messaging for the SAFER program. 
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</div>
  
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<math>\,Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r</math>
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 2, 2024
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* EPG [[:Category:941_Permits_and_Access_Requests#941.9.8.4_Culvert_Pipe|941.9.8.4 Culvert Pipe]] updates the terminology of the plastic pipes and updates the guidance on use with driveways.
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</div>
  
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 27, 2024
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* Update EPG [[147.3_Job_Order_Contracting_(JOC)|147.3 Job Order Contracting (JOC)]] to provide clarity for submitting non-standard JOCs.
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</div>
  
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Where:
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 21, 2024
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{|
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|<math>\,Q</math>|| = Total factored force effect
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* Updated processes and procedures related to Environmental/Historic Preservation work on LPA projects in EPG [[:LPA:136.6_Environmental_and_Cultural_Requirements|136.6 Environmental and Cultural Requirements]].
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|-
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</div>
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|<math>\,Q_i</math>|| = Force effect
 
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|-
 
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|<math>\,\eta_i</math>|| = Load modifier
 
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|<math>\,\gamma_i</math>|| = Load factor
 
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|<math>\,\phi </math>|| = Resistance factor
 
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|<math>\,R_n</math>|| = Nominal resistance
 
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|<math>\,R_r</math>|| = Factored resistance
 
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|}
 
  
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 5, 2024
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* Added a standard note to ensure that touch-up products for galvanized reinforcing steel do not contain aluminum in EPG [[751.50_Standard_Detailing_Notes#C1._Bill_of_Reinforcing_Steel|751.50 Standard Detailing Notes]].
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</div>
  
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'''Limit States'''
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 28, 2024
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* EPG [[:Category:105_Control_of_Work#105.15.2_Final_Acceptance|105.15.2 Final Acceptance]] was updated to clarify the DBE Final Payment Form now serves as the required DBE Participation List and Final Verification.
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</div>
  
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The following limit states shall be considered for slab interior and overhang design:
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 23, 2024
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* Updated EPG [[751.37_Drilled_Shafts#751.37.1.1_Dimensions_and_Nomenclature|751.37.1.1 Dimensions and Nomenclature]], [[751.37_Drilled_Shafts#751.37.1.6_Drilled_Shaft_General_Detail_Considerations|751.37.1.6 Drilled Shaft General Detail Considerations]] and [[751.50_Standard_Detailing_Notes#G8._Drilled_Shaft|751.50 Standard Detailing Notes - G8. Drilled Shaft]] to clarify column and drilled shaft connection details so contractors do not insert column reinforcements or dowel bars into drilled shaft’s wet concrete.
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</div>
  
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 16, 2024
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* Updated EPG [[106.3.2.59_TM-59,_Determination_of_the_International_Roughness_Index|106.3.2.59 TM-59, Determination of the International Roughness Index]] - Profiler certification requirements have changed. Smoothness dispute resolutions no longer settled by the MoDOT SurPro and will require a Third Party.
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* MoDOT's guidance for use of guard cable has been updated to clarify low-tension references are for repairs only and all new installations will be high-tension guard cable. These revisions also include guidance for splicing both high-tension and low-tension guard cable in EPG [[231.1_Median_Width#231.1.2_Barrier_Types|231.1.2 Barrier Types]], [[606.2_Guard_Cable|606.2 Guard Cable]], [[:Category:617_Traffic_Barrier|617 traffic barrier]] and [[:Category:1040_Guardrail,_End_Terminals,_One-Strand_Access_Restraint_Cable_and_Guard_Cable_Material|1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Guard Cable Material]].
 +
* Updated EPG [[:Category:612_Impact_Attenuators|612 Impact Attenuators]], [[:Category:612_Impact_Attenuators#612.4_Construction_Inspection_Guidelines|612.4 Construction Inspection Guidelines]] and [[616.23_Traffic_Control_for_Field_Operations#616.23.2.5.11_Protective_Vehicles|616.23.2.5.11 Protective Vehicles]] - This clarifies usage of Impact Attenuators within Work Zones. These clarifications align with recent revisions to TAs and TMA usage.
 +
* Revised content in EPG [[616.19_Quality_Standards_for_Temporary_Traffic_Control_Devices|616.19 - Quality Standards for Temporary Traffic Control Devices]] to language consistent with current policy and rearranged to flow with the order of first appearance in a work zone. Some revisions included eliminating outdated or unnecessary content, including pictures, for the specific article.
 +
* Updates to EPG [[751.1_Preliminary_Design#751.1.3.4_Barrier_or_Railing_Type.2C_Height_and_Guidelines_for_Curb_Blockouts|751.1.3.4 Barrier or Railing Type, Height and Guidelines for Curb Blockouts]], [[751.8_LRFD_Concrete_Box_Culverts#751.8.3.5_Miscellaneous|751.8.3.5 Miscellaneous]], [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.2_Two_Tube_Rail_.28Top_Mounted.29|751.12.2 Two Tube Rail (Top Mounted)]], [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.6_Culvert_Guardrail_.28Top_Mounted.29|751.12.6 Culvert Guardrail (Top Mounted)]] and [[751.50_Standard_Detailing_Notes|751.50 Standard Detailing Notes]] provide a MASH option for attaching guardrail to box culverts. These revisions also include guidance for Two Tube Bridge Railings.
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</div>
  
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{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 13, 2024
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|-valign="top"
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----
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|For slab interior design:||STRENGTH – I<br/>SERVICE – I*
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* Updated the Missouri Uniform Crash Report Preparation Manual in [[907.4_Missouri_Uniform_Accident_Report|EPG 907.4]].
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|-valign="top"
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</div>
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|For slab overhang design:||EXTREME EVENT – II<br/>STRENGTH – I<br/>SERVICE – I*
 
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|colspan="2"|*Of deformation, cracking, and concrete stresses, only cracking<br/>need be considered here.
 
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|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.
 
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|}
 
  
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'''Resistance factors'''
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 10, 2024
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* [[902.15_Designing_a_Traffic_Signal#902.15.3.1_Optional_Bidding_of_Traffic_Signal_Detectors|EPG 902.15.3.1]] has been revised to allow core team to specify signal detection type to be documented with memo in eProjects instead of a design exception.
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</div>
  
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For STRENGTH limit state,
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 27, 2024
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----
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:Flexure and tension of reinforced concrete, <math>\,\phi</math> = 0.90
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*[[751.1_Preliminary_Design|EPG 751.1 Preliminary Design]] and [[751.36_Driven_Piles|EPG 751.36 Driven Piles]] were revised to clarify guidance for field verification of pile driving which affects design and construction.
 +
*[[751.5_Structural_Detailing_Guidelines#751.5.9.2.1.2_Bend_Shapes|EPG 751.5.9.2.1.2 Bend Shapes]]: New article under the general information for reinforcing steel explaining MoDOT’s bent bar shapes used in structures.
 +
*[[751.5_Structural_Detailing_Guidelines#751.5.9.2.7_Length_Calculations|EPG 751.5.9.2.7 Length Calculations]]: Clarified calculations for hook dimensions and bend deductions.
 +
*[[751.11_Bearings#751.11.3.5_Anchor_Bolts|EPG 751.11.3.5]], [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.1.3_Type_D_and_H_.2842.CA.BA_and_32.CA.BA_single_sloped_railing.29|751.12.1.3-6]],[[751.22_Prestressed_Concrete_I_Girders#751.22.3.4.1_Reinforcing_Steel_Details|751.22.3.4.1]] and [[751.31_Open_Concrete_Intermediate_Bents|751.31]],[[751.32_Concrete_Pile_Cap_Intermediate_Bents|32]] & [[751.35_Concrete_Pile_Cap_Integral_End_Bents|35]]: Revised references to stirrup pin bend shapes. Revised bar shape dimensions or shape numbers in accordance with revisions to the bill of reinforcing standard drawing.
 +
</div>
  
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:Shear and torsion, <math>\,\phi</math> = 0.90
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 14, 2024
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+
----
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For all other limit states, <math>\,\phi</math> = 1.00
+
*Changes made to [[902.5_Traffic_Control_Signal_Features_(MUTCD_Chapter_4D)#902.5.23_Signal_Indications_for_Left-Turn_Movements_.E2.80.93_General_.28MUTCD_Section_4D.17.29|902.5.23 Signal Indications for Left-Turn Movements – General (MUTCD Section 4D.17)]] due to new guidelines for Protected Only Left Turns.
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 23, 2024
 +
----
 +
*Change made to [[230.1_Horizontal_Alignment#230.1.5_Spiral_Transition_Curves|EPG 230.1.5 Spiral Transition Curves]] due to a change in the 2018 AASHTO Green Book for superelevation runoff lengths for 50+ mph.
 +
*[[616.8_Typical_Applications_(MUTCD_6H)#616.8.1_Temporary_Traffic_Control_for_Contract_Plan_Sheet_Development|616.8.1 Temporary Traffic Control for Contract Plan Sheet Development]] clarifies stationary TMAs will become a new lump sum bid item with applicable new TMA JSP.  Mobile operation TMAs will be incidental to the bid items that utilize such methods to get a task done.
 +
*Clarified guidance for conduit clamp anchors versus anchor bolts in [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.1.2.7_Details_of_Mounting_Light_Poles_on_Safety_Barrier_Curbs|EPG 751.12.1.2.7 Details of Mounting Light Poles on Safety Barrier Curbs]] and [[751.50_Standard_Detailing_Notes#H4._Conduit_System|EPG 751.50 - H4. Conduit System]].
 +
*Provided a MASH TL-4 steel barrier alternate for bridges. Creating MO Std Plans 606.61 and Bridge Standard Drawings TTR04 & 05. Adding standard notes to [[751.50_Standard_Detailing_Notes#H9._Thrie_Beam_and_Other_Rail_Types_.28Notes_for_Bridge_Standard_Drawings.29|EPG 751.50 - H9. Thrie Beam and Other Rail Types (Notes for Bridge Standard Drawings).]]
 +
*Updated [[:Category:1048_Pavement_Marking_Material#1048.2.1.1_Qualified_List|EPG 1048.2.1.1 Qualified List]] due to NTPEP has changed their name to AASHTO Product Evaluation and Audit Solutions.
 +
</div>
  
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'''[[751.2_Loads#Load Modifiers|Load Modifiers]]'''
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">October 18, 2023
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----
 +
*Updates were made to [[236.12_Quality_Assurance_Reviews|236.12 Quality Assurance Reviews]] to provide a more accurate description of the current processes and procedures of our QARs.
 +
</div>
  
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=== 751.10.1.3 Loads ===
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 22, 2023
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----
 +
*Changes made to EPG guidelines for flags in [[616.6_Temporary_Traffic_Control_Zone_Devices_(MUTCD_6F)#616.6.2.2_Flags_and_Advance_Warning_Rail_System_on_Signs|616.6.2.2 Flags and Advance Warning Rail System on Signs]] and [[616.5_Flagger_Control_(MUTCD_Chapter_6E)#616.5.3.4_Single_Flagger|616.5.3.4 Single Flagger]] to meet the Manual on Uniform Traffic Control Devices (MUTCD).  [[:Category:612_Impact_Attenuators#612.1.4_MoDOT_Equipment.2FMaterials_Stored_in_Bed_of_Protective_Vehicle_Guidelines|612.1.4 MoDOT Equipment/Materials Stored in Bed of Protective Vehicle Guidelines]] was updated to describe how to safely carry loads/cargo in back of the PV as long as it is secure.
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</div>
  
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'''Permanent (Dead) Loads'''
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 19, 2023
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----
 +
*Added new EPG article [[907.10_Complete_Streets|907.10 Complete Streets]].
 +
</div>
  
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Permanent loads include the following:
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 15, 2023
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 +
*[[616.8_Typical_Applications_(MUTCD_6H)|616.8 Typical Applications (MUTCD 6H)]] was updated.
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</div>
  
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:'''Slab weight'''
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<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">August 22, 2023
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----
 +
*Added info and related notes & pay items to EPG for Decorative Pedestrian Fence. Creating Bridge Standard Drawings. Incorporating a Bridge Pre-qualified Listing (BPPL) for decorative fencing in EPG [[751.6_General_Quantities#751.6.1_Index_of_Quantities|751.6.1 Index of Quantities]], [[751.12_Barriers,_Railings,_Curbs_and_Fences#751.12.5_Decorative_Pedestrian_Fence|751.12.5 Decorative Pedestrian Fence]], and [[751.50_Standard_Detailing_Notes|751.50 Standard Detailing Notes]].
 +
</div>
  
−
:'''Future Wearing Surface'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">August 14, 2023
−
:A 3-inch thick future wearing surface (35psf) shall be considered on the roadway.
+
----
 +
*Updated guidance that indicates when temporary stop signs should be placed at signalized intersections where the electric is out in EPG [[902.5_Traffic_Control_Signal_Features_(MUTCD_Chapter_4D)#902.5.43.1_Temporary_Stop_Signs_at_Signalized_Intersections|902.5.43.1 Temporary Stop Signs at Signalized Intersections]].
 +
*Updated wind loads in EPG [[751.2_Loads#751.2.2.3_Wind_Loads|751.2.23 Wind Loads]] to current LRFD Bridge design Specifications.
 +
</div>
  
−
:'''Barrier or Railing '''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">August 11, 2023
−
:For slab overhang design, assume the weight of the barrier or railing acts at the centroid of the barrier or railing.
+
----
 +
*Updated EPG [[:Category:753_Bridge_Inspection_Rating|753.15 (Section 15) - Bridge Inspection Rating Manual]] to make the load rating process clearer to users. For efficiency purposes, excel Load Rating Summary Sheets have also been added to the EPG.
 +
</div>
  
−
:'''Gravity Live Loads'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 21, 2023
 +
----
 +
*Updated and created new graphs for EPG [[751.22_Prestressed_Concrete_I_Girders#751.22.1.3_Typical_Span_Ranges|751.22.1.3 Typical Span Ranges]] and [[751.22_Prestressed_Concrete_I_Girders#751.22.1.4_Span_and_Structure_Lengths|751.21.4 Span and Structure Lengths]] to better reflect current design practices,
 +
</div>
  
−
:Gravity live loads include vehicular, dynamic load allowance, and pedestrian loads.  See [[751.2 Loads#751.2.2.1 Live Load.jpg|EPG 751.2.2.1 Live Load Figure 2]] for General Application of Live Loads to Bridge Deck.  
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 19, 2023
 +
----
 +
*Revised [[616.6_Temporary_Traffic_Control_Zone_Devices_(MUTCD_6F)|616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)]] to add Type IV Fluorescent Orange, replacing Type IV Orange and Type IX/XI Fluorescent Orange for trim-line and drum-like channelizers. Type IV Fluorescent Orange will provide better visibility and luminance at driver's normal observation angle. Type IX/XI are designed for higher observation angle performance and incur higher costs to the TTCD.
  
−
:'''Vehicular '''
+
*Revised [[:Category:1041_Polypropylene_Culvert_Pipe#1041.7_Polypropylene_Culvert_Pipe_Properties|1041.7 Polypropylene Culvert Pipe Properties]] for current AASHTO references concerning polypropylene storm sewer pipe and NTPEP requirement to be placed on the qualified list. [[750.7_Non-Hydraulic_Considerations#750.7.2_Types|750.7.2]] was also updated to clean up some wording to accurately describe which pipe type is allowable for each group of pipe.
  
−
: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.  
+
*Added guidance on the change from the contractor self perform requirement from 40% to 30% in  [[:Category:108_Prosecution_and_Progress#108.1.1_Review_and_Approval_of_a_Subcontract_Request|108.1.1 Review and Approval of a Subcontract Request]].
  
−
:For slab design, where the approximate strip method is used, the force effects shall be determined based on the following:
+
*[[:Category:1017_Slag_Cement|1017 Slag Cement]] was revised to better define slag. Slag cement is the industry terminalolgy and intended material. 
  
−
::Where the slab spans primarily in the transverse direction, the design shall be based on axle loads of the design truck alone.  
+
*Modify referenced ASTM materal standards for HDPE in [[:Category:1060_Electrical_Conduit|1060 Electrical Conduit]] to accurately reflect use as electrical conduit.
  
−
'''Dynamic Load Allowance'''
+
*[[:Category:1007_Aggregate_for_Base|1007 Aggregate for Base]] processes for the Districts and CM Lab are being updated to establish how comparable and non-comparable tests and material will be handled.
  
−
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.
+
*Added AASHTO Reference for filter sock to [[806.2_Sediment_Control_Measures|806.2 Sediment Control Measures]] and [[806.8_Storm_Water_Pollution_Prevention_Plan_(SWPPP)#806.8.6.4_Sediment_Control_Measures|806.8.6.4 Sediment Control Measures]].
  
−
{|border="1" cellpadding="5" align="center"
+
*[[616.27_Fleet_Lighting|Fleet Lighting]] and [[:Category:612_Impact_Attenuators#612.1.2_MoDOT_Protective_Vehicle.2FTMA_Marking_and_Lighting|612.1.2 MoDOT Protective Vehicle/TMA Marking and Lighting]] were updated to align with the new typical applications.
−
|+'''Dynamic Load Allowance, ''IM'''''
 
−
!Slab Component||''IM''
 
−
|-
 
−
|Deck Joints – All Limit States||75%
 
−
|-
 
−
|All Other Limit States||33%
 
−
|}
 
  
 +
*Shop drawing review and fabrication inspection responsibilities have been updated in [[106.16_Special_Designs_and_Shop_Drawings#106.16.2_Shop_Drawings|106.16.2 Shop Drawings]] and [[:Category:1080_Structural_Steel_Fabrication#1080.2_Fabrication_Inspection_Shipment_Release_.28FISR.29|1080.2 Fabrication Inspection Shipment Release (FISR)]]
  
−
The factor to be applied to the static load shall be taken as:
+
*Updated [[:Category:950_Automated_Traffic_Enforcement#950.1.4_Violation_Study|950.1.4 Violation Study]] and [[:Category:950_Automated_Traffic_Enforcement#950.1.6_Conditions_for_Intersections_with_Automated_Red-Light_Violation_Enforcement_Equipment_Installed_After_January_2011|950.1.6 Conditions for Intersections with Automated Red-Light Violation Enforcement Equipment Installed After January 2011]]. Clarifcation was added for who at MoDOT will review the data.
  
−
<math>(1 + IM)</math>
+
*[[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences_and_Construction_Joints|751.10.1.12 Slab Pouring Sequences and Construction Joints]] and [[751.50_Standard_Detailing_Notes#H6._Pouring_and_Finishing_Concrete_Slabs|H6. Pouring and Finishing Concrete Slabs]] have been updated to clarify for simple spans and for redecks (both don’t require pouring sequences) that decks shall be poured up grade.
  
−
The dynamic load allowance is not to be applied to pedestrian or design lane loads.
+
*[[:Category:242_Optional_and_Alternate_Pavement_Designs#242.6_Specifying_One_Pavement_Type|242.6 Specifying One Pavement Type]] was updated to change documentation requirements from Design Exception, to file a memo in eProjects.  The State Design Engineer and State Construction and Materials Engineer will still need to be informed when one pavement type is specified on a MoDOT contract.
  
 +
*Added acceeleration/decereation lane guidance lookup table to [[233.2_At-Grade_Intersections_with_Stop_and_Yield_Control#233.2.6_Type_4:_Directional_Median_Opening_with_Downstream_U-Turns|233.2.6 Type 4: Directional Median Opening with Downstream U-Turns]]
 +
</div>
  
−
'''Multiple Presence Factor, ''m'':'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 27, 2023
 +
----
 +
*Updated TRB’s NCHRP Report 1043, Guide for Roundabouts in [[233.3_Roundabouts|233.3 Roundabouts]]
  
−
The multiple presence factor accounts for the probability for multiple trucks passing over a multilane bridge simultaneously.
+
*Updated [[:Category:753_Bridge_Inspection_Rating|753 Bridge Inspection Rating]] - A new section was added to the Bridge Inspection Rating Manual - Tunnel Inspection Requirements in Missouri
  
−
{|border="0" cellpadding="5" align="center"
+
*Updated [[:Category:941_Permits_and_Access_Requests#941.10_Automated_License_Plate_Readers_and_Pan-Tilt-Zoom_Cameras|941.10 Automated License Plate Readers and Pan-Tilt-Zoom Cameras]] to reflect new approval process with the Department of Public Safety and clearification on existing guidance.
−
 
−
|''m'' =||1.20 for 1 Loaded Lane
 
−
|-
 
−
| &nbsp;||1.00 for 2 Loaded Lanes
 
−
|-
 
−
| &nbsp;||0.85 for 3 Loaded Lanes
 
−
|-
 
−
| &nbsp;||0.65 for greater than 3 Loaded Lanes
 
−
|}
 
  
 +
*Updates to [[:Category:941_Permits_and_Access_Requests#941.2_Entrance_Requests_Within_Controlled_Access_Right_of_Way|941.2 Entrance Requests Within Controlled Access Right of Way]] have been made to improve coordination between district traffic and right of way staff.
 +
</div>
  
−
'''Pedestrian'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 24, 2023
 +
----
 +
*Added two new Material Inspection Test Methods to 106.3.2:  [[106.3.2.91_TM-91,_Determination_of_Total_Sulfur_in_Fly_Ash_by_Sodium_Carbonate_fusion|106.3.2.91 TM-91, Determination of Total Sulfur in Fly Ash by Sodium Carbonate fusion]] and [[106.3.2.92_TM-92,_Determination_of_Sulfide_sulfur_by_oxidation_of_blended_slag_cements|106.3.2.92 TM-92, Determination of Sulfide sulfur by oxidation of blended slag cements]].
 +
</div>
  
−
Pedestrian live load on sidewalks greater than 2 ft wide shall be:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 1, 2023
 +
----
 +
*Updated [[Media:903.2a_Signpost_Selection_Guide_2022-5-23.xls|Signpost Selection Guide]] to show "BREAKAWAY REQUIRED" note for applicable entries in the PSST tab.
  
−
{|border="0" cellpadding="5" align="center"
+
*Revised [[751.21_Prestressed_Concrete_Slab_and_Box_Beams#751.21.3.4_Prestressing_Strands|EPG 751.21.3.4]] to always use regular-size and fully stressed prestressing strands for the top two prestressing strands for the purpose of supporting the reinforcement cage. The 3/8” support strands are not sufficiently supporting the reinforcement cage.  
−
+
</div>
−
|''PL'' =||0.075 ksf
 
−
|}
 
  
−
This does not include bridges designed exclusively for pedestrians or bicycles.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 26, 2023
 +
----
 +
*Due to a new code of federal regulations relating to bridge weight classifications, [[903.5_Regulatory_Signs#903.5.36_Weight_Limit_Signs_.28R12_Series.29_.28MUTCD_Section_2B.59.29|903.5.36]] has been updated to reflect the changes in signs which will be associated with the new classifications.
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 20, 2023
 +
----
 +
*A revision to Sec 401.7.6 will clarify that the density requirement applies to only unconfined longitudinal joints. [[:Category:401_Bituminous_Base_and_Pavement#401.2.6_Construction_Requirements_.28Sec_401.7.29|EPG 401.2.6]] pertaining to this spec has been modified.
  
−
'''Collision Loads'''
+
*Updated [[751.10_General_Superstructure#751.10.4_Conduit_Systems|EPG 751.10.4]] and [[751.50_Standard_Detailing_Notes#H4._Conduit_System|751.50]] to clarify allowed conduit size and junction box size in concrete barrier Type D, Type H, bridge abutment wing and slab.
  
−
Collision loads applied to the barrier shall be transferred to the slab overhang. The design forces from barrier 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 Barriers, Curbs and Fences#751.12.1 Concrete Barriers|standard concrete 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_Bridge_Deck_Details|standard slab cross sections]] reflect this design philosophy.
+
*Added the reasoning behind the 90 day camber for typical bridge projects in [[751.22_Prestressed_Concrete_I_Girders|EPG 751.22]] and consideration of line sag is necessary to retrieve accurate camber measurements in [[:Category:1029_Fabricating_Prestressed_Concrete_Members_for_Bridges#1029.2.13_Inspection_of_Completed_Members|EPG 1029.2.13.]]
  
−
LRFD Table A13.2-1 (2020 specifications) is not up-to-date with the latest MASH 2016 criteria. NCHRP Project 20-7, Task 395 (TTI Project 607141), ''MASH Equivalency of NCHRP Report 350-Approved Bridge Railings'' released the following table of updated loads. This table may not reflect completely the values that will get implemented in the AASHTO LRFD Bridge Design Specifications. For example, further testing has shown that the Rail Height, H, for TL-3 may be 30 inches. There is also ongoing research that will effectively increase the capacity of overhangs in collision events.
+
*Updated [[750.6_Erosion_Control_and_Energy_Dissipation#750.6.3.3_Rock_Ditch_Liner|EPG 750.6.3.3]] clarifying that geotextile is required with Rock Blanket, and now requiring in all installations of Rock Ditch Liner.
  
−
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" align="center" style="text-align:center"
+
*Updated [[:Category:450_Bituminous_Pavement_Design|EPG 450]] to reflect a change in policy to increase minimum lift thicknesses for Superpave and Bituminous Pavement mixes, as per "four times the nominal maximum aggregate size" as recommended by NCHRP study.  Additionally, language was added to explain MSCR Graded binders.
−
|+
 
−
! colspan="6" style="background:#BEBEBE"|MASH 2016 Collision Loads for Barrier Design
 
−
|-
 
−
!style="background:#BEBEBE" width="200"|Design Forces and<br/>Designations!!style="background:#BEBEBE" valign="top" width="60"|TL-3!!style="background:#BEBEBE" width="60"|TL-4<br/>1!!style="background:#BEBEBE" width="60"|TL-4<br/>2!!style="background:#BEBEBE" width="60"|TL-5<br/>1!!style="background:#BEBEBE" width="60"|TL-5<br/>2
 
−
|-
 
−
|Rail Height, H (in.)||32||36|| ≥36||42||>42
 
−
|-
 
−
|''F<sub>t</sub>'' Transverse (kips)||70||70||80||160||260
 
−
|-
 
−
|''F<sub>L</sub>'' Longitudinal (kips)||18||22||28||75||75
 
−
|-
 
−
|''F<sub>v</sub>'' Vertical (kips) ||4.5||38||33||160||80
 
−
|-
 
−
|''L<sub>L</sub>'' (ft.) ||4||4||5||10||10
 
−
|-
 
−
|''L<sub>v</sub>'' (ft.) ||18||18||18||40||40
 
−
|-
 
−
|''H<sub>e</sub>'' (in.) ||24||25||30||34||43
 
−
|}
 
  
−
Until both the new loads and new resistances are implemented in LRFD, the standard top transverse reinforcement scheme shown in [[#751.10.1.7 Standard Bridge Deck Details|EPG 751.10.1.7 Standard Bridge Deck Details]] is considered adequate for collision loads in new bridge decks.  The top transverse reinforcement scheme is also considered adequate for collision loads for redecks where the effective depth to the top transverse bar is not less than 4 3/8 inches.
+
*Update to current sheeting types in [[616.6_Temporary_Traffic_Control_Zone_Devices_(MUTCD_6F)|EPG 616.6.]]
 +
</div>
  
−
:'''Design Case 1'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 18, 2023
 +
----
 +
*References to LRFD specifications for development lengths and splice lengths have been updated to those of the current version of the AASHTO LRFD Bridge Design Specifications.
 +
*Articles [[751.5_Structural_Detailing_Guidelines|751.5]] and [[751.37_Drilled_Shafts#751.37.6.1_Reinforcement_Design|751.37.6.1]] have been updated to reflect these changes.
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 12, 2023
 +
----
 +
*Added verification of signature link and updating language addressing types of appraisals required during condemnations in [[:LPA:136.8_Local_Public_Agency_Land_Acquisition#136.8.5.2_Title_Information|EPG 136.8.5.2]], [[236.7_Negotiation#236.7.1.13_Pre-Negotiation_Preparation|EPG 236.7.1.13]], and [[EPG 236.10_Right_Of_Way_Condemnation#236.10.7.5_Appraisal.2C_Waiver_Valuation_and_Written_Offer_.28RSMo_523.253.29|236.10.7.5]].
 +
</div>
  
−
:The collision force and moment shall be considered.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 8, 2023
 +
----
 +
*Updated the terminology of divisional (formerly median) islands constructed with non-mountable curbs in EPG Articles [[233.2_At-Grade_Intersections_with_Stop_and_Yield_Control#233.2.12_Islands|233.2.12 Islands]], [[643.4_Railroads#643.4.1.14_Railroad_Crossing_Median_Islands|643.4.1.14 Railroad Crossing Median Islands]] and [[901.1_Lighting_to_be_Provided,_Operated,_and_Maintained_at_State_Expense|901.1.2 Basic Lighting and Intersections Including Ramp Terminals at Crossroads]].
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 7, 2023
 +
----
 +
*Archived [[:Category:405 Processing Reclaimed Asphalt|405 Processing Reclaimed Asphalt]]. The information in this Article is outdated and has been removed.
 +
</div>
  
−
:'''Slab Overhang Design Collision Moment'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">February 9, 2023
 +
----
 +
*Updated [[:Category:401_Bituminous_Base_and_Pavement#401.2.3_Job_Mix_Formula_.28Sec_401.4.29|EPG 401.2.3]] and [[:Category:403_Asphaltic_Concrete_Pavement#403.1.4_Job_Mix_Formula|EPG 403.1.4]] so that District Materials may approve mix transfers if the mix quantity per project is 250 tons or less provided the mix type and contract binder grade match what’s listed on the plan sheets or change order.
 +
</div>
  
−
:The design collision moment at the base of the barrier is the barrier moment capacity about the barrier longitudinal axis. The partial development of the reinforcing bars should be considered in determining this moment capacity.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">February 1, 2023
 +
----
 +
*[[616.6_Temporary_Traffic_Control_Zone_Devices_(MUTCD_6F)#616.6.87_Temporary_Rumble_Strips_.28MUTCD_6F.87.29|616.6.87 Temporary Rumble_Strips  (MUTCD_6F.87)]] has been updated to discontinue short-term temporary rumble strips and continue the use of long-term temporary rumble strips.
  
−
:<math>\,M_{ct} = M_n</math> at base
+
*Added FS37_Carbon_Reduction_Program_(CRP)_Funds to [[153.11_Financial_Services|EPG 153.11 Financial Services]]
 +
</div>
  
−
:'''Slab Overhang Design Collision Force'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 27, 2023
 +
----
 +
*Updated [[:Category:139_Design_-_Build|EPG 139 Design-Build]]</br>
 +
This revision updates the Design-Build guidance and processes for invoice reviews, risk to identify auditing, and other minor revisions.
  
−
:A refined analysis may be performed. In this case the design collision moment at the base of the barrier, M<sub>ct</sub>, is to be taken as the average moment over the theoretical distribution length (Lc+2H for continuous sections), when the TL collision load is applied to the top of the barrier.
+
*Updated [[:Category:134_Engineering_Professional_Services|EPG 134 Engineering Professional Services]]</br>
 +
Revisions to EPG 134 better emphasize how conflicts of interest are identified, better defines the solicitation and selection process, rating/scoring of consultants, and brings the entire process up to current practices.  
 +
</div>
  
−
:For continuous sections of barrier:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 19, 2023
 +
----
 +
*Updated [[LPA:136.4_Consultant_Selection_and_Consultant_Contract_Management|EPG 136.4]]
 +
</div>
  
−
:<math>\,T = \frac{R_w}{L_c + 2H}</math>
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 18, 2023
 +
----
 +
*Revising various specs and EPG articles ([[751.1_Preliminary_Design#751.1.2.9_Girder_Type_Selection|EPG 751.1.2.9]], [[751.6_General_Quantities|751.6]], [[751.14_Steel_Superstructure#751.14.5.8_Protective_Coating_Requirements|751.14.5.8]], [[751.50_Standard_Detailing_Notes|751.50]], [[:Category:1045_Paint_for_Structural_Steel|1045]]) for updates to preferred paint systems. Adding organic zinc coatings and removing calcium sulfonate.
 +
</div>
  
−
:Where:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 10, 2023
−
:{|
+
----
−
|<math>\,R_w</math>|| = total transverse resistance of barrier not to exceed the transverse collision force, F<sub>t</sub>, for the required test level
+
*Update [[903.6_Warning_Signs#903.6.11_Chevron_Alignment_Sign_.28W1-8.29_.28MUTCD_Section_2C.09.29|EPG 903.6.11]] Chevron Alignment Sign (W1-8)
−
|-
+
</div>
−
|<math>\,L_c</math>|| = critical length of yield line failure pattern
 
−
|-
 
−
|<math>\,H</math>|| = height of barrier
 
−
|-
 
−
|<math>\,T</math>|| = tensile force per unit of deck length at base of barrier
 
−
|}
 
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">January 1, 2023
 +
----
 +
*Updated [[616.8_Typical_Applications_(MUTCD_6H)]]</br>
 +
*Added new Typical Applications Effective January 1, 2023
 +
</div>
  
−
:For discontinuous barrier sections:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">December 12, 2022
 +
----
 +
*Renamed and updated 127.28 Linking Planning and the National Environmental Policy Act (NEPA) to [[127.28_Planning_and_Environmental_Linkages_(PEL)_and_the_National_Environmental_Policy_Act_(NEPA)|127.28 Planning and Environmental Linkages (PEL) and the National Environmental Policy Act (NEPA)]]. The intent and definition of a PEL has changed since the EPG article was written. This update makes it current to practice.
 +
</div>
  
−
:<math>\,T = \frac{r_w}{l_c + H}</math>
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">December 6, 2022
 +
----
 +
*[[910.5_ITS_Improvements_Procurement#910.5.1_ITS_Procurement_Overview|910.5.1]] - Added 2 CFR 200.216 reference on prohibited vendors
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">November 28, 2022
 +
----
 +
*Added new EPG Article [[153.4 Administrative|153.4 Administrative]] in [[:Category:153 Agreements and Contracts|EPG 153 Agreements and Contracts]]
 +
</div>
  
−
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" align="center" style="text-align:center"
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">November 15, 2022
−
|+
+
----
−
! colspan="5" style="background:#BEBEBE" width="820"|Collision Properties for Concrete Barriers (MASH 2016)
+
*[[131.2_Proprietary_Items_and_Public_Interest_Findings|EPG 131.2]] - Removed FHWA and CFR references due to the Changes in 2019 no longer requiring it.
−
|-
+
</div>
−
!style="background:#gray" width="150" rowspan="2" valign="bottom"|Location !!style="background:#gray" colspan="2" width="320"| Type D !!style="background:#gray" colspan="2" width="320"|Type H
 
−
|-
 
−
!style="background:#gray" width="155"|Continuous!!style="background:#gray" width="155"|End!!style="background:#gray" width="155"|Continuous!!style="background:#gray" width="155"| End
 
−
|-
 
−
!style="background:#gray"|Test Level!!style="background:#gray"| TL-4!!style="background:#gray"| TL-4!!style="background:#gray"| TL-3!!style="background:#gray"| TL-3
 
−
|-
 
−
|R<sub>w</sub> (k)|| 152<sup>'''1'''</sup> ||82<sup>'''1'''</sup>|| 145<sup>'''1'''</sup>|| 81<sup>'''1'''</sup>
 
−
|-
 
−
|F<sub>t</sub> (k)|| 80|| 80|| 70|| 70
 
−
|-
 
−
|L<sub>c</sub> (ft)|| 14.16|| 7.24|| 11.23|| 5.76
 
−
|-
 
−
|H (in)|| 42|| 42|| 32|| 32
 
−
|-
 
−
|M<sub>ct</sub> (k-ft)|| 11.72|| 11.72|| 11.72|| 11.72
 
−
|-
 
−
|T (k/ft)|| 3.78|| 7.45|| 4.23|| 8.31
 
−
|-
 
−
|colspan="5" align="left" width="820"|'''<sup>1</sup>''' Values provided by MwRSF, see ''Mash Equivalency of MoDOT Type D Barrier, 2019, Rosenbaugh''.  MwRSF uses the fully developed M<sub>c</sub> at the base, and also applies a resistance factor of 0.9 in the calculation of R<sub>w</sub>.<br/>The L<sub>c</sub> values provided are calculated using an average moment capacity, M<sub>c</sub>, about the longitudinal axis over the height of the barrier.  Partial development of reinforcing steel is ignored.  All moment capacities assume doubly reinforced sections.
 
−
|}
 
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">November 10, 2022
 +
----
 +
*Correcting language related to NEPA and plan development milestones in EPG  [[127.1_Request_for_Environmental_Services#127.1.2.2_Preliminary_Plans_Stage|127.1.2.2]],  [[:Category:235_Preliminary_Plans#235.1_Purpose|235.1]], [[:Category:235_Preliminary_Plans#235.2_Procedure|235.2]], [[:Category:235_Preliminary_Plans#235.6_Approval_of_Preliminary_Plan|235.6]], [[236.13_Designing_Right_of_Way_Plans|236.13]]
 +
</div>
  
−
<center>[[Image:751.10.1.3 collision forces 1.jpg|center|275px]]
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">November 01, 2022
−
'''Transfer of Barrier Collision Forces'''
+
----
 +
*Modified [[LPA:136.1 Introduction#136.1.3.2 Preliminary and Final Design|EPG 136.1.3.2]], [[LPA:136.7 Design#136.7.2.1.6.1 Minimum Plan Requirements|EPG 136.7.2.1.6.1]], and [[LPA:136.7 Design#136.7.2.2.5.1 General Guidance|EPG 136.7.2.2.5.1]].  Added clarification of the requirement to have LPA preliminary plans reviewed and approved prior to submitting ROW plans for review and approval and provide the approval on a specific memo.
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">October 24, 2022
 +
----
 +
*[[:Category:403_Asphaltic_Concrete_Pavement#403.1_Construction_Inspection_for_Sec_403|EPG Section 403.1]] has been revised primarily to incorporate a longstanding separate Word doc, which explained sampling, testing and acceptance procedures for projects with Superpave mixes.  Additional revisions were made to update in accordance with current construction and materials specifications.
  
−
[[Image:751.10.1.3 collision forces 2.jpg|center|275px]]
+
*[[903.3_Ground-Mounted_Sign_Supports#903.3.4.4_Pipe_Posts|903.3.4.4]] was updated to eliminate redundant 3" pipe post and update capacities.
−
'''Transfer of Barrier Collision Forces'''</center>
+
</div>
  
−
=== 751.10.1.4 Design and Analysis Methods ===
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">October 21, 2022
 +
----
 +
*[[:Category:712_Structural_Steel_Construction#712.1.5_High_Strength_Bolts_.28Sec_712.7.29|EPG 712.1.5]] updated to reflect modified testing requirements for high strength bolts.
 +
</div>
  
−
'''Equivalent Strip Method'''
+
<!-- OLD UPDATES BELOW THIS LINE
  
−
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.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 13, 2022
 +
----
 +
Updated wording in [[806.1 Erosion Control Measures#806.1.7 Temporary Seeding|EPG 806.1.7 Temporary Seeding]], [[806.1 Erosion Control Measures#806.1.7.1 Design Considerations|EPG 806.1.7.1 Design Considerations]] and [[806.8 Storm Water Pollution Prevention Plan (SWPPP)|EPG 806.8.6.3.7.1 Temporary Seeding and Mulching ]]to be in sync with the July 2022 Revisions
 +
</div>
  
−
There are other methods of analysis allowed, such as finite element method, but the equivalent strip method is recommended.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 8, 2022
 +
----
 +
Updated the guidance for [[:Category:129 Public Involvement|EPG Category:129 Public Involvement]]
 +
</div>
  
−
=== 751.10.1.5 Interior Section Design ===
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 6, 2022
 +
----
 +
Updated Request for Environmental Services(RES) Instruction Manual in [[:Category:101 Standard Forms|EPG Category:101 Standard Forms]], [[127.1 Request for Environmental Services|EPG 127.1 Request for Environmental Services]] and [[:Category:128 Conceptual Studies|EPG Category:128 Conceptual Studies]]
 +
</div>
  
−
'''Slab Thickness'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">September 1, 2022
 +
----
 +
Updated figures  [[Media:136.6.15_e106_Example_2022.pdf|136.6.15 Example e106 Form]] and [[Media:136.6.16 2022.pdf|136.6.16 LPA Project Checklist for Adverse Effects]] in [[LPA:136.6 Environmental and Cultural Requirements|EPG LPA:136.6 Environmental and Cultural Requirements]]
  
−
For multi-span bridges the slab portion between girders shall be 8 1/2” thick for both the full depth cast-in-place concrete and partial depth precast prestressed concrete panel standard slabs. For new single-span bridges the slab thickness may be reduced to 8 inches..  
+
Updated the table in [[153.21 Traffic|EPG 153.21 Traffic]] TR06 was modified and TR07 and TR30 were removed
 +
</div>
  
−
'''Design Cases'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">August 31, 2022
 +
----
 +
Noise Ordinance Signing overhauled to [[903.5 Regulatory Signs#903.5.43 Engine Brake Muffler Required Signing|EPG 903.5.43 Engine Brake Muffler Required Signing]]
 +
</div>
  
−
Two design cases shall be considered for each design condition.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 28, 2022
 +
----
 +
Update to [[:616.14 Work Zone Safety and Mobility Policy#616.14.3.4_Work_Zone_Review_Team|EPG 616.14.3.4 Work Zone Review Team]] - During work zone reviews, video recording is used to help viewing work zone after the formal review if there is questions of the work zone.  The video recording allows to retain up to 5 buisiness days and then shall be deleted
 +
</div>
  
−
Design Case 1  STRENGTH I load combination for reinforcing design.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 25, 2022
 +
----
 +
The [[:Category:753 Bridge Inspection Rating|Bridge Inspection Rating Manual]] has been updated
 +
</div>
  
−
Design Case 2 SERVICE I load combination for cracking check.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">July 20, 2022
 +
----
 +
Removed Warning lights from [[616.19 Quality Standards for Temporary Traffic Control Devices|EPG 616.19 Quality Standards for Temporary Traffic Control Devices]], [[616.23 Traffic Control for Field Operations|EPG 616.23 Traffic Control for Field Operations]], [[616.4 Pedestrian and Worker Safety (MUTCD Chapter 6D)|EPG 616.4 Pedestrian and Worker Safety (MUTCD Chapter 6D)]], [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)|EPG 616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)]] and [[616.7 Type of Temporary Traffic Control Zone Activities (MUTCD 6G)|EPG 616.7 Type of Temporary Traffic Control Zone Activities (MUTCD 6G)]]
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 29, 2022
 +
----
 +
[[620.6 Colored Pavements#620.6.1 School Logo Pavement Markings|EPG 620.6.1 School Logo Pavement Markings]] - This new guidance clarifies that these markings are not permitted
 +
</div>
  
−
'''Design Conditions'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 27, 2022
 +
----
 +
File Naming Convention for all eProject Documents - New guidelines are available in [[237.13 Contract Plan File Name Convention#237.13.1 Design Contract Plans|EPG 237.13.1 Design Contract Plans]] for a filing convention that is searchable without bringing undue pressure or constraint upon the districts
 +
</div>
  
−
Two design conditions can exist for the slab interior.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 24, 2022
 +
----
 +
[[751.14 Steel Superstructure|EPG 751.14 Steel Superstructure]] - Guidance for tension flanges with holes was clarified in [[751.14 Steel Superstructure#Tension Flanges with Holes|EPG 751.14.2.2 Analysis Methods]], [[751.14 Steel Superstructure#Holes in the tension flange1|EPG 751.14.5.1 Bearing Stiffeners]] and [[751.14 Steel Superstructure#Holes in the tension flange2|EPG 751.14.5.2 Int. Diaphragms and Cross Frames]]
 +
</div>
  
−
Design Condition 1 – Continuous slab, where the slab section under consideration is not near an end bent or expansion joint.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 21, 2022
 +
----
 +
Pushbutton Locations - In [[902.6 Pedestrian Control Features (MUTCD Chapter 4E)#902.6.8 Pedestrian Detectors (MUTCD Section 4E.08)|EPG 902.6.8 Pedestrian Detectors]] and in the [https://epg.modot.org/forms/CM/ADA_Checklist.pdf ADA Checklist], guidance has been updated to reflect the minimum distance of pushbuttons from the curb line has been returned to 30 inches
 +
</div>
  
−
Design Condition 2 – Discontinuous slab, where the slab section under consideration is at an end bent or expansion joint.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 3, 2022
 +
----
 +
[[236.5 Property Management#236.5.25.5 Risk Assessment|EPG 236.5.25.5 Risk Assessment]] - Sovereign immunity limits increased in January 2022 and MoDOT's per occurrence coverage increased from $3.0 M to $3.5 M
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">June 1, 2022
 +
----
 +
In [[751.11 Bearings#751.11.3.6 Girder/Beam Chairs|EPG 751.11.3.6 Girder/Beam Chairs]], [[751.22 Prestressed Concrete I Girders#751.22.3.5 Strands at Girder Ends|EPG 751.22.3.5 Strands at Girder Ends]] and [[751.22 Prestressed Concrete I Girders#751.22.3.7 Closed Concrete Intermediate Diaphragms|EPG 751.22.3.7 Closed Concrete Intermediate Diaphragms through EPG 751.22.3.11 Steel Intermediate Diaphragms]], guidance was revised to decrease the footprint of girder/beam chairs, clarify and expand concrete diaphragm details to incorporate larger girders, and remove web coil ties in bulb-tees and NU girders to reflect the recent change to standard drawings
 +
</div>
  
−
<center>[[Image:751.10.1.5 plan slab.jpg|center|550px]]</center>
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 20, 2022
 +
----
 +
[[907.8 Speed Trailers Deployed by Others|EPG 907.8 Speed Trailers Deployed by Others]] - This new article provides guidance for speed trailer deployment to aid local law enforcement in the proper use of these devices
  
−
<center>'''Plan of Bridge Showing Continuous and Discontinuous Slab Regions'''</center>
+
[[:Category:941 Permits and Access Requests#941.10 Automated License Plate Readers and Pan-Tilt-Zoom Cameras|EPG 941.10 Automated License Plate Readers and Pan-Tilt-Zoom Cameras]] - Guidance for the License Plate Reader (LPR) was clarified and expanded for proper LPR installations as identified through processing initial requests
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 19, 2022
 +
----
 +
[[:Category:747 Bridge Reports and Layouts#747.2.2.4 HEC-RAS GEO Files for Stream Crossings|EPG 747.2.2.4 HEC-RAS GEO Files for Stream Crossings]] - This subarticle was retitled and its guidance updated to reflect the current use of the "HEC-RAS Convertor for Open Roads Designer" spreadsheet
 +
</div>
  
−
'''Critical Sections'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 16, 2022
 +
----
 +
The guidelines, book job guidelines, JSP packages, book job JSP packages and contractor pdf files were updated in [[:Category:402 Bituminous Surface Leveling|EPG 402 Bituminous Surface Leveling]] and [[:Category:409 Seal Coat|EPG 409 Seal Coat]]
 +
</div>
  
−
The critical design section for negative moments may be taken as follows:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">May 11, 2022
 +
----
 +
[[751.9 LFD Seismic#751.9.3.1.1 Anchor Bolts|EPG 751.9.3.1.1 Anchor Bolts through EPG 751.9.3.1.4 Concrete Shear Blocks]], [[751.11 Bearings#Anchor Bolts|EPG 751.11.2.1 Elastomeric Bearings]], [[751.11 Bearings#751.11.3.5 Anchor Bolts|EPG 751.11.3.5 Anchor Bolts]], [[751.22 Prestressed Concrete I Girders#751.22.2.7 Dowel Bars|EPG 751.22.2.7 Dowel Bars]] and [[751.22 Prestressed Concrete I Girders#751.22.3.14 Concrete Shear Blocks|EPG 751.22.3.14 Concrete Shear Blocks]] - Guidance for the design of bearing anchor bolt, dowel bar and shear block has been expanded and clarified
 +
</div>
  
−
{|
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 29, 2022
−
|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.
+
[[:Category:105 Control of Work#105.15 Project Acceptance|EPG 105.15 Project Acceptance]] - Guidance for project acceptance has been clarified and updated to current practice in EPG 105.15, [[:Category:108 Prosecution and Progress#8. Date of Final Inspection|EPG 108.16.1 Informational Dates]] and [[:Category:109 Measurement and Payment#109.8 Final Acceptance and Payment (for Sec 109.8)|EPG 109.8 Final Acceptance and Payment]]
−
|-
+
</div>
−
|valign="top"|For prestressed I girders -
 
−
|the design negative moment should be taken at 1/3<br/>of the flange width, but not exceeding 15 inches from the<br/>centerline of the web
 
−
|}
 
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 21, 2022
 +
----
 +
[[:Category:712 Structural Steel Construction#712.1.4.1.3 Shear Connector Welding|EPG 712.1.4 Welding]] - Guidance for stud welding has been updated to align with Sec 712.6.3. Also, outdated references to field welder cards has been removed
 +
</div>
  
−
The critical design slab section for positive moment shall be taken at location of maximum positive moment – generally midway between girders.
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 20, 2022
 +
----
 +
Construction Inspection Guidance for Records to be Maintained - [[:Category:137 Construction Inspection Guidance for Records to be Maintained#137.1 Location|EPG 137.1 Location]] and [[:Category:137 Construction Inspection Guidance for Records to be Maintained#137.6 Close Out Procedure for External CM SharePoint Quality Management Documents|EPG 137.6 Close Out Procedure for External CM SharePoint Quality Management Documents]] now present updated information about how CM Division stores electronic contract documents
  
−
'''Width of Equivalent Strip at Continuous Slab Section <math>\,(E_{cont.} )</math>'''
+
Guidance for PSST anchor installations has been updated and clarified. [[903.3 Ground-Mounted Sign Supports#903.3.4.3 Perforated Square Steel Tube Posts (PSST)|EPG 903.3.4.3 Perforated Square Steel Tube Posts (PSST)]]
  
−
{|
+
Seeding, Mulching and Temporary Seeding - Guidance in [[:Category:802 Mulching|EPG 802 Mulching]], [[:Category:805 Seeding|EPG 805 Seeding]], [[806.1 Erosion Control Measures|EPG 806.1 Erosion Control Measures]] and [[806.8 Storm Water Pollution Prevention Plan (SWPPP)#806.8.6.3.7.1 Temporary Seeding and Mulching (MO Specifications Sec 802 and Sec 805)|EPG 806.8.6.3.7.1 Temporary Seeding and Mulching]] reflects the new standard seed mixes, fertilizer, and lime rates (as shown in the new [https://www.modot.org/media/37677 Standard Plan 805.00 Seeding]) to promote a more effective vegetative establishment, allowing for quicker project  finalization.  MoDOT is obligated to stabilize disturbed areas with permanent building materials or perennial vegetative cover to minimize erosion and sedimentation of disturbed areas. New guidance for cool season and warm season grasses is available. Mulching will not be required for final seeded areas where temporary seeding is planned for temporary stabilization of areas to receive warm season grasses.  A new [[media:Table 805.2.4a.docx|Guide for Grass Species]] is available in [[:Category:805 Seeding#805.2.4 Acceptance (Sec 805.4)|EPG 805.2.4 Acceptance]] to assist with general inspection and acceptance of vegetative covers.
−
|For Positive Moment||<math>\,E = 26.0 + 6.6S</math>
 
−
|-
 
−
|For Negative Moment||<math>\,E = 48.0 + 3.0S</math>
 
−
|}
 
  
 +
Pre-MASH 2016 Temporary Traffic Control Device Sunset Dates - Guidance in [[:Category:612 Impact Attenuators|EPG 612 Impact Attenuators]], [[616.6 Temporary Traffic Control Zone Devices (MUTCD 6F)#616.6.1 Types of Devices (MUTCD 6F.01)|EPG 616.6 Temporary Traffic Control Zone Devices]], [[616.18 Construction Inspection Guidelines for Sec 616#For Sec. 616.3.2|EPG 616.18 Construction Inspection Guidelines for Sec 616]], [[616.19 Quality Standards for Temporary Traffic Control Devices#https://epg.modot.org/index.php?title=616.6_Temporary_Traffic_Control_Zone_Devices_%28MUTCD_6F%29#616.6.84_Temporary_Traffic_Control_Signals_.28MUTCD_6F.84.29|EPG 616.19 Quality Standards for Temporary Traffic Control Devices]], [[616.23 Traffic Control for Field Operations#616.23.2.5 Temporary Traffic Control Devices|EPG 616.23 Traffic Control for Field Operations]], [[617.1 Temporary Traffic Barriers|EPG 617.1 Temporary Traffic Barriers]], [[617.2 Construction Inspection Guidelines for Sec 617|EPG 617.2 Construction Inspection Guidelines for Sec 617]], [[:Category:1063 Temporary Traffic Control Devices#1063.2 Procedure|EPG 1063 Temporary Traffic Control Devices]] and [[:Category:1064 Temporary Concrete Traffic Barrier|EPG 1064 Temporary Concrete Traffic Barrier]] now reflects that all temporary traffic control devices on a project must be NCHRP 350 or MASH 2016 Test Level 3 compliant. The use of two-loop temporary Type F concrete traffic barrier shall not be allowed after January 1, 2023.
  
−
Where:
+
[[:Category:403 Asphaltic Concrete Pavement#Lots|EPG 403.1.19 Acceptance of Material]] - The maximum number of contractor QC sublots that can be used for one lot of superpave asphalt pavement is 28. Regardless of lot size, QA testing will always be at a frequency of one per four sublots. Any remaining quantity less than 4000 tons, that cannot be treated as a separate lot, will be combined with the previous full lot and the pay factors will be determined on the combined lot.
−
{|
+
</div>
−
|<math>\,E</math>||= equivalent strip width (inches)
 
−
|-
 
−
|<math>\,S</math>||= spacing of centerline to centerline of supporting components (feet)
 
−
|}
 
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 18, 2022
 +
----
 +
*Guidance Documents Needed for Property Closings - In [[236.7 Negotiation#236.7.1.13 Pre-Negotiation Preparation|EPG 236.7.1.13 Pre-Negotiation Preparation]] and [[236.7 Negotiation#236.7.4.1 Purpose|EPG 236.7.4.1 Purpose]], additional guidance is available for greater clarity about what is needed from property owners to close on the properties either with MoDOT or a title company.
 +
</div>
  
−
'''Width of Equivalent Strip at Discontinuous Slab Section <math>\,(E_{discont.} )</math>'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 11, 2022
 +
----
 +
*In [[751.22 Prestressed Concrete I Girders#751.22.2.5 Pretensioned Anchorage Zones|EPG 751.22.2.5 Pretensioned Anchorage Zones]], the bursting resistance guidance now allows a larger number of bonded strands for many of these girders, effectively increasing the span limits for the girders. Guidance was expanded in [[751.22 Prestressed Concrete I Girders#751.22.3.2.1 Type 2 Girder|EPG 751.22.3.2.1 through 751.22.3.2.6]] to eliminate or reduce conflict between the lowest middle two strands and the B bars.
 +
</div>
  
−
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).
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">April 5, 2022
 +
----
 +
*Guidance about the timelines for completing the Section 106 of the National Historic Preservation Act review process has been clarified in [[127.2 Historic Preservation and Cultural Resources#127.2.5 Approximate Timelines for Section 106 Compliance|EPG 127.2.5 Approximate Timelines for Section 106 Compliance]]
 +
</div>
  
−
<center>[[Image:751.10.1.5 plan equivalent.jpg|center|550px]]</center>
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 28, 2022
−
<center>'''Plan of Bridge Showing Equivalent Strip Width for Continuous and Discontinuous Slab Sections'''</center>
+
----
 +
*Coil Ties in Prestressed Girder Webs in several [[751.50 Standard Detailing Notes#(G1.9.1)|EPG 751.50 Standard Detailing Notes]], references to web coil ties in bulb-tee and NU girders have been removed since these are now no longer being used.
 +
</div>
  
 +
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 16, 2022
 +
----
 +
*Guidance has been expanded to produce more uniform administration of delay claims. - [[:Category:109 Measurement and Payment#109.11 Compensation for Project Delays (for Sec 109.11)|EPG 109.11 Compensation for Project Delays]]
 +
</div>
  
−
'''Determining Live Load'''
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">March 16, 2022
 +
----
 +
*The recommended replacement age for signal cabinets was updated to 25 years from 20 years in [[902.4 Signal Installations and Equipment#902.4.2.1 Controller and Cabinet Replacement Program|EPG 902.4.2.1 Controller and Cabinet Replacement Program]].
 +
</div>
  
−
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:
+
<div style="margin: 15px; border:1px solid black; width:97%; background-color:white; padding:5px; border-radius:5px; box-shadow:10px 10px 5px #888888">Feb 15, 2022
 +
----
 +
*Right of Way Mediation in [[236.7 Negotiation#Prior to offering mediation|EPG 236.7.2.19 Acquisition by Mediation]] and [[236.11 Mediation#Prior to offering mediation|EPG 236.11.1.3 Purpose]], guidance has been updated to reflect current process and procedures, including the MoDOT Impasse Letter.
 +
</div>
  
−
<math>M_{LL+IM-discont.}=M_{LL+IM-cont.} \left( \frac {IM_{discont.}}{IM_{cont.}} \right) \left( \frac {E_{discont.}}{E_{cont.}} \right)</math>
+
  OLD UPDATES BETWEEN COMMENTS-->
−
 
 
−
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 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 barrier 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/C P/S panel slab is the preferred slab used 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, barrier, 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>.
 
−
 
 
−
<div id="Minimum Tensile of Reinforcement"></div>
 
−
 
 
−
'''Minimum Tensile of Reinforcement'''
 
−
 
 
−
The amount of tensile reinforcement shall be adequate to develop a factored flexural resistance, <math>\,M_r</math>, at least equal to the lesser of either:
 
−
 
 
−
:1) M<sub>cr</sub>  = cracking moment &nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD Eq. 5.7.3.3.2-1
 
−
 
 
−
:2) 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, A<sub>s</sub>, shall not be less than A<sub>s</sub> computed in accordance with LRFD 5.10.8:
 
−
 
 
−
:Maximum spacing of longitudinal reinforcement = min <math> \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'''
 
−
 
 
−
The cover requirements that follow meet or exceed LRFD requirements.
 
−
 
 
−
:{|
 
−
|At Bottom of CIP slabs||width="20"| ||1.00 inch
 
−
|-
 
−
|Bottom of CIP slab over P/C P/S panels|| ||1.00 inch
 
−
|-
 
−
|Top reinforcing (multi-span bridges)|| ||3 inches preferred, 2 3/4 inches absolute
 
−
|-
 
−
|Top reinforcing (single span bridges)|| ||3 inches preferred, 2 5/8 inches absolute
 
−
|}
 
−
 
 
−
For new single span bridges that utilize an 8-inch slab thickness, the clear cover to the top longitudinal reinforcing shall be 2 5/8 inches.
 
−
 
 
−
For redecks where the slab thickness is required to be less than 8 1/2 inches due to grade restrictions, the absolute min to the top reinforcing steel is 2 inches.
 
−
 
 
−
 
 
−
'''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
 
−
|-
 
−
| &nbsp;||= .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<br/>temperature reinforcing in top.
 
−
|-
 
−
| &nbsp;||Bar size:||#5 bars at 7 1/2" cts. (Min.)
 
−
|-
 
−
| &nbsp;||&nbsp;||#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<br/>connectors at least 40 x bar diameter x 1.5 (Epoxy Coated Factor)<br/>(*) as shown below.
 
−
|-
 
−
|(2)||Use #6 bars at 5-inch centers 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 greater than 50 percent of the bar count 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, l<sub>d</sub>, 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 feet.
 
−
 
 
−
 
 
−
'''Slab Thickness'''
 
−
 
 
−
For new multi-span bridges the overhang slab thickness shall be 8½ inches. For new single span bridges the overhang slab thickness may be reduced to 8 inches. 
 
−
 
 
−
 
 
−
'''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<br/>and longitudinal collision force components
 
−
|-
 
−
|valign="top"|Design Case 2
 
−
|EXTREME EVENT II load combination with vertical<br/>collision force components  (Does not control slab<br/>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 Barrier
 
−
|-
 
−
|valign="top"|Design Condition 2 –
 
−
|Continuous Slab & Discontinuous Barrier
 
−
|-
 
−
|valign="top"|Design Condition 3 –
 
−
|Discontinuous Slab & Discontinuous Barrier
 
−
|}
 
−
 
 
−
 
 
−
'''Critical Sections'''
 
−
 
 
−
The critical design section for slab overhang shall be at the following two locations:
 
−
 
−
*At roadway face of barrier
 
−
*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"|Barrier Loading
 
−
|style="border-top:0px"|Slab Design Loading
 
−
|-
 
−
!colspan="2"|DESIGN CASE 1
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|colspan="2"|[[Image:751.10 design case 2.gif]]
 
−
|-
 
−
!colspan="2"|DESIGN CASE 2
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|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 components shall also be calculated</center>
 
−
<center>(*) <math>\,F_L</math> is not considered in barrier or slab design for standard barriers.</center>
 
−
 
 
−
 
 
−
<center>'''Slab Overhang Design Cases 1 to 3.  Design Case 4 Not Shown.'''</center>
 
−
 
 
−
 
 
−
 
 
−
 
 
−
[[Image:751.10.1.6.jpg|center|600px]]
 
−
<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 EPG 751.10.1.7). 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 Light Poles'''
 
−
 
 
−
[[751.12 Barriers, Curbs and Fences#751.12.1.2.7 Details of Mounting Light Poles on Safety Barrier Curbs|Standard details]] for mounting 30-foot and 45-foot Type B light poles on concrete barrier are provided.  At the barrier-to-slab interface, the force effect of wind on the light pole ''(STRENGTH - III)'' with 90 mph wind is less than that due to ''EXTREME EVENT-II'' (TL-4) on concrete barrier.  Therefore, reinforcing designed for ''EXTREME EVENT-II'' (TL-4) load combination will be adequate.
 
−
 
 
−
=== 751.10.1.7 Standard Bridge Deck Details ===
 
−
 
 
−
Show following detail with standard details. Nonstandard details should account for top longitudinal slab bar placement for tying R3 and R4 barrier bars.
 
−
 
−
Guidance Note for Detailing: Indicate only the top longitudinal slab bars affected for tying the R4 barrier bar. It may be that only one bar needs to be indicated for shifting.
 
−
 
 
−
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
−
|-
 
−
|[[Image:751.10.1.7 2020.jpg|400px|]]
 
−
|-
 
−
|<center>'''Optional Shifting Top Bars at Barrier'''</center>
 
−
|}
 
−
 
 
−
====751.10.1.7.1 Standard Full Depth CIP Bridge Deck Slabs Using Conventional or SIP Corrugated Steel Forms====
 
−
 
 
−
{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
 
−
|-valign="top"
 
−
|width="40"|(A)||Full depth CIP (cast-in-place) slab cross sections with reinforcement designed for the HL-93  live load are shown for nine standard roadway widths.
 
−
|-valign="top"
 
−
|(B)||Slab design includes an allowance for 35 psf future wearing surface.
 
−
|-valign="top"
 
−
|(C)||Slab design is based on ultimate strength design, f’c equals 4 ksi, and Grade 60 reinforcing steel.
 
−
|-valign="top"
 
−
|(D)||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"
 
−
|(E)||When the structure is on grade, determine lengths of the longitudinal reinforcement in the slab and barrier from the actual length.
 
−
|-valign="top"
 
−
|(F)||For slab design, the centerline of wheels is located one foot from face of barrier or curbs.
 
−
|-valign="top"
 
−
|(G)||Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.
 
−
|-valign="top"
 
−
|(H)||The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).
 
−
|-valign="top"
 
−
|(I)||Standard slab designs do not include the effect of features not shown (i.e. sidewalk, fence, utilities, etc…) except for future wearing surface.
 
−
|-valign="top"
 
−
|(J)|| Guidance for minimum concrete cover for top slab bars is 3 inches and shall meet [[751.5 Structural Detailing Guidelines#751.5.9.2 Reinforcing Steel|EPG 751.5.9.2 Reinforcing Steel]]. This cover is required for #6 top slab bars used in tandem. An exception is made for larger top slab bars, e.g. #8 longitudinal bars where cover will need to be reduced to 2 3/4 inches.
 
−
|-valign="top"
 
−
| (K) || The standard slab reinforcement shown in this article for HL-93 live load were designed using dead loads given in [[#751.10.2.3 Corrugated Steel Forms |EPG 751.10.2.3]] for stay-in-place corrugated steel forms.
 
−
|}
 
−
 
 
−
Generally, when the deck is bid in square yards, barrier is bid in linear feet, and when the deck is bid in cubic yards, barrier is bid in cubic yards.
 
−
 
 
−
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
−
|-
 
−
|[[Image:751.10.1.7.1 24.jpg|center|600px]]
 
−
|-
 
−
!colspan="2"|HL93 (24'-0" ROADWAY - 4 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 26.jpg|center|610px]]
 
−
|-
 
−
!colspan="2"|HL93 (26'-0" ROADWAY - 4 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 28.jpg|center|620px]]
 
−
|-
 
−
!colspan="2"|HL93 (28'-0" ROADWAY - 4 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 30.jpg|center|630px]]
 
−
|-
 
−
!colspan="2"|HL93 (30'-0" ROADWAY - 4 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 32.jpg|center|640px]]
 
−
|-
 
−
!colspan="2"|HL93 (32'-0" ROADWAY - 4 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 36.jpg|center|660px]]
 
−
|-
 
−
!colspan="2"|HL93 (36'-0" ROADWAY - 5 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 38.jpg|center|670px]]
 
−
|-
 
−
!colspan="2"|HL93 (38'-0" ROADWAY - 5 GIRDER)(UNSYMMETRICAL)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 40.jpg|center|680px]]
 
−
|-
 
−
!colspan="2"|HL93 (40'-0" ROADWAY - 5 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|[[Image:751.10.1.7.1 44.jpg|center|700px]]
 
−
|-
 
−
!colspan="2"|HL93 (44'-0" ROADWAY - 5 GIRDER)
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|}
 
−
 
 
−
====751.10.1.7.2 Standard Partial Depth Precast Prestressed Panel Bridge Deck Slabs Using SIP P/C P/S Panel Forms====
 
−
 
 
−
{| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
 
−
|-valign="top"
 
−
|width="40"|(A)||Precast prestressed panel bridge deck cross sections are not shown. Three-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping shall be the preferred bridge deck used on all girder and beam superstructures except as noted in EPG 751.10.2.1. For details, use standard full depth CIP deck cross sections and top deck reinforcement only replacing the bottom layer of reinforcement between the girders with panels. For nonstandard roadway cross sections, the deck slab is designed like a full depth CIP deck slab and detailed as before for standard roadway cross sections within the limits of panel width given in [[#751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design |EPG 751.10.2.1 Precast Prestressed Concrete Panel Forms - Design]]. Cantilever reinforcement details for partial depth P/C P/S panel deck slabs are shown below.
 
−
|-valign="top"
 
−
|(B)||Slab design includes an allowance for 35 psf future wearing surface.
 
−
|-valign="top"
 
−
|(C)||Slab design is based on ultimate strength design, f’c equals 4 ksi and grade 60 reinforcing steel for cast-in-place concrete and [[#751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design |EPG 751.10.2.1]] for precast prestressed panel form design.
 
−
|-valign="top"
 
−
|(D)||Haunching diagrams shall be provided for only the precast prestressed panel deck slab.  Quantities for slab haunching may be estimated by taking 4% of slab quantities for steel structures and 2% for prestressed structures.  More exact methods are recommended.
 
−
|-valign="top"
 
−
|(E)||When the structure is on grade, determine lengths of the longitudinal reinforcement in the slab and barrier from the actual length.
 
−
|-valign="top"
 
−
|(F)||For slab design, the centerline of wheels is located one foot from face of barrier or curbs.
 
−
|-valign="top"
 
−
|(G)||Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.
 
−
|-valign="top"
 
−
|(H)||When a barrier is permanently required on the structure, other than at the edge of slab or where precast prestressed panels are not used for other reasons, panels shall not be used in the bay underneath the barrier. Check reinforcement in the full depth CIP bay for collision and wheel loads on opposite faces of the barrier and provide suitable anchorage of the barrier reinforcing steel.
 
−
|-valign="top"
 
−
|(J)||The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).
 
−
|-valign="top"
 
−
|(K)||The precast prestressed panels shall be used in at least two adjacent bays.
 
−
|-valign="top"
 
−
|(L)||Standard slab designs do not include the effect of features not shown (i.e. sidewalk, fence, utilities, etc…) except for future wearing surface.
 
−
|-valign="top"
 
−
|(M)||Guidance for minimum concrete cover for top slab bars is 3 inches and shall meet [[751.5 Structural Detailing Guidelines#751.5.9.2 Reinforcing Steel|EPG 751.5.9.2 Reinforcing Steel]]. This cover is required for #6 top slab bars used in tandem. An exception is made for larger top slab bars, e.g. #8 longitudinal bars where cover will need to be reduced to 2 3/4 inches. 
 
−
|}
 
−
 
 
−
Generally, when the deck is bid in square yards, barrier is bid in linear feet, and when the deck is bid in cubic yards, barrier is bid in cubic yards.
 
−
 
 
−
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
−
|-
 
−
|[[Image:751.10.1.7.2 2020.jpg|800px|]]
 
−
|-
 
−
|<center>''' Cantilever Reinforcement Details for Partial Depth P/C P/S Panel Bridge Deck Slabs '''</center>
 
−
|-
 
−
|align="left" width="825"|(1) Guidance for minimum concrete cover for top bars is 3 inches and shall meet [[751.5 Standard Details#751.5.10 Reinforcing Steel Detailing|EPG 751.5.10 Reinforcing Steel Detailing]]. This cover is required for #6 top bars used in tandem. An exception is made for larger bars, e.g. #8 longitudinal bars where cover will need to be reduced to 2 3/4 inches.<br/>
 
−
(2) See EPG 751.5.10 Reinforcing Steel Detailing.<br/>
 
−
(3) Show clearance to top transverse slab bar for slab on concrete girders and beams when constant joint filler slab construction is an option.<br/>
 
−
(4) For bar supports, use 1 1/4 inches if #5 bars are used for both top longitudinal and transverse.
 
−
|}
 
−
 
 
−
=== 751.10.1.8 Epoxy Coated Reinforcement ===
 
−
 
 
−
For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].
 
−
 
 
−
=== 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.
 
−
 
 
−
 
 
−
[[Image:751.10.1.9 Method.jpg|center|500px]]
 
−
<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 Slab Offsets for Curved Bridges===
 
−
 
 
−
The plans for horizontally curved bridges shall contain the slab offset detail shown in the figure, below.
 
−
 
 
−
Slab offsets from chords, between the centerline of bents, shall be detailed at every 5 feet along the chord. On circular curves, these offsets shall be spaced from the center of the chord to ensure that the largest offset is recorded.
 
−
 
 
−
[[image:751.10.1.10 2017.jpg|center|850px]]
 
−
:(1) “End of Slab” when at an end bent with no expansion joint system (including sliding slabs). When there is an expansion joint system at an end bent or intermediate bent, identify the exposed face of the joint system (i.e., “Exposed Face of Armor” for strip seal, “Exposed Face of Angle” for compression seal, “Exposed Face of W14x43 Web” for finger plate, etc.).
 
−
 
 
−
=== 751.10.1.11 Slab Elevations ===
 
−
 
 
−
Slab elevations are used to determine haunching at the tenth points of steel and prestressed girder or beam spans seventy-five feet in length or longer. Spans shorter than 75 feet long 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 beam or girder type structures and all spread beam 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'''
 
−
 
 
−
Theoretical camber of girder after erection (estimated at 90 days) minus theoretical final camber after slab is poured (estimated at 90 days) is used to determine DL1 deflection.
 
−
 
 
−
'''Typical Details and Example Elevation Calculation '''
 
−
 
 
−
[[Image:751.10.1.11 2020.jpg|center|975px]]
 
−
 
 
−
 
 
−
{| 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 or railing.
 
−
|-
 
−
|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)
 
−
|}
 
−
 
 
−
 
 
−
The diagram detail and blank quarter point and tenth point elevations tables are available in MicroStation under Tasks: Slab Sheet Details. The available elevations tables were created for prestressed and simple steel spans but may be used for continuous steel spans by duplicating the elevations at the bearings of intermediate bents in each of the centerline bearing columns of adjoining spans.
 
−
 
 
−
=== 751.10.1.12 Slab Pouring Sequences and Construction Joints===
 
−
 
 
−
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 feet or special structures (segmental, etc.), see Structural Project Manager.
 
−
 
 
−
 
 
−
:<math>\,W</math> = Slab width (out to out of barriers, or width being poured)(feet)
 
−
:<math>\,T</math> = Slab thickness (feet)
 
−
:<math>\,V</math> = Volume of concrete (cubic yards/hour)
 
−
:<math>\,L</math> (two span) = Length of longest alternate "A" pour (feet)
 
−
:<math>\,L</math> (more than two span) = Length of longest span (feet)
 
−
 
 
−
 
 
−
(*)  Case II sequence is used for all prestressed structures, except if slab area of one span is greater than 3,000 square feet, use Case I.
 
−
 
 
−
Minimum rate of pour per hour for alternate pours (reduce V by 25% for precast prestressed 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 cy/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 cy/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 cy/hr.</math>
 
−
|}
 
−
 
 
−
 
 
−
Extra long spans or extra wide bridges that indicate a basic rate greater than 25 cubic yards per hour 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 cubic yards per hour. Check pouring rates with Structural Project Manager if it is indicated necessary to exceed the basic minimum rate of 25 cubic yards per hour.
 
−
 
 
−
The largest minimum rate of pour for alternate pours is 50 cubic yards per hour in rural areas or 65 cubic yards 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 construction joint within reason (6 inches±) 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.<br/>Joint normal to Bridge Centerline (Square) or Square Joint.
 
−
|-
 
−
|colspan="2" align="center"|[[Image:751.10 transverse construction joint - situation 1.gif]]
 
−
|-
 
−
|colspan="2"| &nbsp;
 
−
|-
 
−
|-valign="top"
 
−
!align="left"|Situation II:
 
−
|Large skew <math>\,(> 45^\circ)</math>, wide roadways, short spans<br/>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"| &nbsp;
 
−
|-
 
−
|-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 feet.  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 45° or if the angle of skew exceeds 30° 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
 
−
|-
 
−
| &nbsp;
 
−
|-
 
−
|[[Image:751.10 longintudinal joint for prestressed girder.gif]]
 
−
|-
 
−
!Prestressed Girder
 
−
|-
 
−
| &nbsp;
 
−
|-
 
−
|[[Image:751.10 longintudinal joint for voided slab.gif]]
 
−
|-
 
−
!Voided Slab
 
−
|-
 
−
|align="center"|(*) See Lap Splices of Tension Reinforcement - [[751.5 Standard Details|EPG 751.5 Standard Details]]
 
−
|}
 
−
 
 
−
 
 
−
'''Construction Joint Details for Full Depth CIP Bridge Deck Slabs Using Conventional or SIP Corrugated Steel Forms'''
 
−
 
−
The following transverse joint details shall be shown on the plans, preferably near the slab pouring sequence details.
 
−
 
−
{| border="0" cellpadding="10" cellspacing="1" align="center" style="textalign:center"
 
−
 
 
−
|[[Image:751.10.1.12 full depth.jpg|450px]]
 
−
|-
 
−
!Slab Construction Joint Details
 
−
|}
 
−
{| border="0" cellpadding="10" cellspacing="1" align="center" style="textalign:center"
 
−
 
 
−
|width="850"|(1) Use “Key to extend full width and length of deck” when a longitudinal joint is also required (primarily with stage construction or wide bridges).
 
−
|}
 
−
 
 
−
'''Construction Joint Details for Partial Depth Precast Prestressed Panel Bridge Deck Slabs '''
 
−
 
 
−
The following transverse joint details shall be shown on the plans, preferably near the slab pouring sequence details.
 
−
 
 
−
{| border="0" cellpadding="10" cellspacing="1" align="center" style="textalign:center"
 
−
 
 
−
|[[Image:751.10.1.12 partial depth.jpg|850px]]
 
−
|-
 
−
!Slab Construction Joint Details
 
−
|}
 
−
{| border="0" cellpadding="10" cellspacing="1" align="center" style="textalign:center"
 
−
 
 
−
|width="850"|(1) Use “Key to extend full width and length of full depth slab” when a longitudinal joint is also required in a girder bay without precast prestressed panels (primarily with stage construction).<br/>
 
−
(2) Use “Const. joint to extend full width and length of slab” when a longitudinal joint is also required in a girder bay with precast prestressed panels (primarily with wide bridges).<br/>
 
−
|}
 
−
 
 
−
 
 
−
'''Pouring and Finishing Concrete Bridge Deck 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 inches 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 and 5 spans.
 
−
 
 
−
 
 
−
<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS I-BEAM,<br/>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>'''*''' This column is not required for prestressed girders and should be removed. </center>
 
−
 
 
−
 
 
−
 
 
−
 
 
−
<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.)I-BEAM,<br/>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>'''*''' This column is not required for prestressed girders and should be removed. </center>
 
−
 
 
−
 
 
−
 
 
−
 
 
−
<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.),<br/>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>'''*''' This column is not required for prestressed girders and should be removed. </center>
 
−
 
 
−
 
 
−
 
 
−
 
 
−
<center>'''SLAB POURING SEQUENCE - CASE I CONTINUOUS SPANS (CONT.),<br/>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>'''*''' This column is not required for prestressed girders and should be removed. </center>
 
−
 
 
−
 
 
−
 
 
−
 
 
−
<center>'''SLAB POURING SEQUENCE - CASE II CONTINUOUS SPANS,<br/>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.),<br/>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.),<br/>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.),<br/>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 cubic yards per hour when multi-series of spans are used - see Structural Project Manager.<br/>Slab pours shown are to be reversed for bridges on a minus grade.<br/>For prestressed structures, "aL" and "bnL" may be made shorter than that indicated by the coefficients to balance pours.
 
−
|-
 
−
|align="right" valign="top"|(1)
 
−
|align="left"|“End of Slab” when at an end bent with no expansion joint system (including sliding slabs). When there is an expansion joint system at an end bent or intermediate bent, identify the exposed face of the joint system (i.e., “Exposed Face of Armor” for strip seal, “Exposed Face of Angle” for compression seal, “Exposed Face of W14x43 Web” for finger plate, etc.).
 
−
|-
 
−
|align="right" valign="top"|(2)
 
−
|align="left"|Minimum pour rates.
 
−
|}
 
−
 
 
−
=== 751.10.1.13 Drip Groove ===
 
−
 
 
−
[[Image:751.10.1.13 drip groves.jpg|center|850px]]
 
−
 
 
−
=== 751.10.1.14 Girder and Beam Haunch Reinforcement===
 
−
 
 
−
'''General'''
 
−
 
 
−
:'''Steel Beams and Girders '''
 
−
 
 
−
:Haunch reinforcement consisting of #4 hairpin bars shall be provided where the embedment of existing studs into a new slab is less than 2 inches or for an excessive haunch where at centerline of beam or girder exceeds 3 inches.
 
−
 
 
−
:'''Prestressed Beams or Girders with Full Depth CIP Decks (Conventional or SIP forms)'''
 
−
 
 
−
:Haunch reinforcement consisting of #4 hairpin bars shall be provided when haunch at centerline of beam or girder exceeds:
 
−
:::3 inches for Type 2, 3, 4 girders
 
−
:::4 inches for Type 6, 7 and 8 girders (bulb-tee), NU girders and spread beams
 
−
 
 
−
:'''Prestressed Beams or Girders and Partial Depth CIP Decks (Prestressed Panels)'''
 
−
:Haunch reinforcement should not be required with precast prestressed panel decks due to joint filler limits.
 
−
 
 
−
'''Details'''
 
−
 
 
−
When possible, hairpin bars and tie bars shall be clearly shown on the section thru slab; otherwise, a part section showing hairpins shall be provided. Include these bars in the slab reinforcing steel quantities.
 
−
 
 
−
[[image:751.10.1.14-part_section-Feb-23.jpg|center|500px]]
 
−
<center>'''Part Section Showing Hairpins'''</center>
 
−
:(1) Top of slab to bottom of longitudinal bars.
 
−
:(2) Haunch limit specified above.
 
−
:(3) Use tie bars at the discretion of the Structural Project Manager or the Structural Liaison Engineer.
 
−
:(4) The bottom longitudinal bars should be shown to be used as tie bars or add a note allowing adjustment.
 
−
:(5) Add asterisked note when there is insufficient clearance or hairpins with varying vertical heights may be used.
 
−
 
 
−
Hairpin bars and tie bars shall be shown on the plan of slab. Splice lengths of the tie bars shall also be specified if required. For deck replacements without a plan of slab the hairpin bars and tie bars shall be shown either on a part plan detail or in a table. Include these bars in the slab reinforcing steel quantities.
 
−
 
 
−
[[image:751.10.1.14 example.jpg|center|950px]]
 
−
<center>'''Example'''</center>
 
−
 
 
−
Hairpin bars and tie bars shall be included in the bill of reinforcing. Include these bars in the slab reinforcing steel quantities.
 
−
 
 
−
{|border="1" cellpadding="5" align="center"
 
−
|+
 
−
|[[image:751.10.1.14 shape 10.jpg|center|250px]] ||width="550"|“C” is based on the top horizontal legs located above the longitudinal bars of the bottom mat at the location of the maximum haunch.
 
−
|}
 
−
 
 
−
===751.10.1.15 Deck Concrete Finishing===
 
−
 
 
−
Bridge decks are normally finished with an approved mechanical finishing machine per [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703.3.5].  The use of a vibratory screed in place of a finishing machine is allowed if the guidance below is satisfied or the core team determines it is applicable for a particular bridge.  Although vibratory screeds may contribute to an overworked concrete surface where durability of the deck may be reduced, there are applications where the weight and bulk of the finishing machine may not be practical.  For instance, most re-decks consist of steel wide flange beams where the contractor may have to heavily brace the exterior beams for the finishing machine.  Using a vibratory screed may allow the contractor to use less bracing and finish with much lighter equipment. In addition, a vibratory screed is useful when the finishing machine framework is too wide and would interfere with traffic or adjacent physical obstacles.    If a vibratory screed is allowed for deck finishing, add note B3.25 (A2.14 for box culverts) on the bridge plans.
 
−
 
 
−
Guidance for allowing a vibratory screed:
 
−
 
 
−
:(1) Bridges with exterior steel beams with the web depth 30 inches or less and all of the following are met:
 
−
 
 
−
::Bridge is located on a minor road.
 
−
::Bridge width not greater than 32 feet.
 
−
 
 
−
:(2) Re-decks on thru trusses with roadway width less than 26 feet and limited horizontal clearance between truss members and edge of deck.
 
−
 
 
−
:(3) Bridges with staged pours less than 12 feet and limited available horizontal clearance. Modify note B3.25 to indicate applicable stage(s).
 
−
 
 
−
:(4) New box culverts with top slab used as the riding surface.
 
−
 
 
−
:(5) Widenings less than 12 feet wide or with limited available horizontal clearance.
 
−
 
 
−
===751.10.1.16 Plan of Slab Details===
 
−
 
 
−
Details of plan of slab and part plan of slab (showing top and bottom slab reinforcing, slab pouring sequence, slab drains, etc.) shall include:
 
−
:* When there is no expansion joint system at the end bent (including sliding slabs), the end of slab shall be identified.
 
−
:* When there is an expansion joint system at the end bent, the concrete on top of the backwall shall not be shown on the plan of slab. Show end of slab in other details.
 
−
:* When there is an expansion joint system at an end bent or intermediate bent, identify the exposed face of the joint system (i.e., “Exposed Face of Armor” for strip seal, “Exposed Face of Angle” for compression seal, “Exposed Face of W14x43 Web” for finger plate, etc.).
 
−
 
 
−
The calculation of quantities for bridge slabs shall be in accordance with [[751.6 General Quantities#751.6.2.10 Bridge Slabs|EPG 751.6.2.10 Bridge Slabs]].
 
−
 
 
−
== 751.10.2 Stay-in-Place Bridge Deck Forms ==
 
−
[[image:751.10.2.jpg|right|450px|thumb|<center>''' Workers weld [[#751.10.2.3 Corrugated Steel Forms|stay-in-place corrugated steel forms]] in preparation for the slab pour. '''</center>]]
 
−
===751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design ===
 
−
 
 
−
'''General Guidelines'''
 
−
 
 
−
Three-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping shall be the preferred bridge deck used on all girder and beam structures except as noted in this article.
 
−
 
 
−
Precast prestressed panels may be used on horizontally curved steel and concrete structures based upon the approval of the Structural Project Manager or Structural Liaison Engineer.  Consideration shall be given to the superelevation magnitude and its effects related to joint filler thickness and width requirements, top flange width requirements for setting panels, increased slab dead load, and any curvature effects on the design and details of the panels related to stability of the panels during a slab pour ensuring that sliding or shifting of the panels isn’t possible and related to cutting of the panels on skew. (Fabricating “wedge” shaped panel is dependent upon end strand cover and strand spacing requirements and therefore limited.)
 
−
 
 
−
:'''For MoDOT Standard Girders Type 2, 3 and 4, and Steel Girders:''' Panels shall be set on joint filler using optionally (by contractor) either preformed fiber joint material in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1057 of Missouri Standard Specifications] or polystyrene bedding material in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1073 of Missouri Standard Specifications]. Joint filler thickness shall be a minimum of 1 in. and a maximum of 2 inches. Joint filler width shall be 1 1/2 in. except at splice plates where 3/4 in. shall be used to clear splice bolts. Joint filler thickness may be reduced to a minimum of 1/4 in. over splice plates on steel structures, however, the width of joint filler shall match the width of the panel on the splice plate when the joint thickness is less than 1/2 inch. For concrete structures the joint filler thickness may be varied within these limits to offset girder camber and account for deck cross-slope or at the contractor’s option a uniform 1 in. thickness may be used throughout. For steel structures the joint filler thickness shall be varied within these limits to account for deck cross-slope and varying top flange thicknesses.
 
−
 
 
−
:'''For MoDOT Standard Girders Type 6, 7 and 8, and NU Standard Girders, and Spread Voided Slab and Box Beams:''' Exceptions are made for these larger girders, where it is allowed to use up to a maximum joint filler thickness of 4 inches in order to reduce the likelihood of adding steps on long span girders because of camber and to meet minimum haunch and deck cross-slope criteria. Joint filler width shall be 3 inches. Setting the width of the joint filler to 3 inches allows for an increased bearing area on the thin flange tips in the case of NU and Bulb-Tee girders, simplifies manufacturing by eliminating the need to produce panels of multiple widths, eliminates joint filler width variability based on joint filler height, and provides a means for addressing girder sweep on long spans.
 
−
 
 
−
For both concrete and steel structures the same joint filler thickness shall be used under any one edge of any panel. The maximum change in thickness between adjacent panels shall be 1/4 inch for steel spans and 1/2 inch for concrete spans.
 
−
 
 
−
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 shall be used in at least two adjacent bays for each stage of construction.  Panels are not designed for simple span (single bay) composite live loading.
 
−
 
 
−
When a barrier (railing or median) is permanently required on the structure other than at the edge of the deck or where panels are not used for other reasons, panels shall not be used in the bay underneath the barrier. 
 
−
 
 
−
'''Design Stresses'''
 
−
 
 
−
Concrete for precast prestressed panels shall be Class A-1 with <math>\,f'_c</math> = 6.0 ksi and <math>\,f'_{ci}</math> = 4.0 ksi.  Concrete for the cast-in-place portion of the deck shall be Class B-2 with <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, have a nominal diameter of 3/8 in., area of 0.085 square inches, and be spaced at 4 1/2 inches 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
 
−
|-
 
−
|colspan="2"|Area of Strand = Astra = 0.085 sq. in./strand
 
−
|-
 
−
|colspan="2"|Initial prestressing stress = fsi = (0.75)(270 ksi) = 202.5 ksi
 
−
|-
 
−
|colspan="2"|Initial prestressing force = Astra x fsi
 
−
|-
 
−
| ||= (0.085 sq. in./strand)(202.5 ksi) = 17.2 kips/strand
 
−
|}
 
−
 
 
−
'''Load Definitions'''
 
−
 
 
−
Non-Composite Loading – This is the loading that occurs before the cast-in-place concrete slab hardens and acts compositely with the precast 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/ft<sup>2</sup>
 
−
 
 
−
Composite Loading – This is the loading that occurs after the cast-in-place concrete slab hardens and acts compositely with the precast prestressed panels.  The contributions to Composite Loading are as follows:
 
−
* Future Wearing Surface, ''DW''
 
−
* Barrier, ''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'''
 
−
 
 
−
Note:  Units of  stress are in ksi.
 
−
 
 
−
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 Precast Prestressed (P/C P/S) Concrete Panel Forms - Details ===
 
−
 
 
−
<center>
 
−
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
 
−
|+
 
−
| style="background:#BEBEBE" width="300" |'''[http://www.modot.org/business/consultant_resources/bridgestandards.htm Bridge Standard Drawings]'''
 
−
|-
 
−
|align="center"|[http://www.modot.org/business/standard_drawings2/precast_panel_new_title_block.htm Prestressed Panels]
 
−
|}
 
−
 
 
−
</center>
 
−
 
 
−
===751.10.2.3 Corrugated Steel Forms ===
 
−
 
 
−
'''General Guidelines'''
 
−
 
 
−
Use of corrugated steel forms may be used on horizontally curved steel structures and prestressed girder, voided slab, and box girder beam structures.
 
−
 
 
−
Use of corrugated steel forms shall be based on the approval of the Structural Project Manager or Structural Liaison Engineer.
 
−
 
 
−
Use of corrugated steel forms should be based on the final expected conditions of operation and expected in-service performance which should include reviewing the type of crossing, AADT under, salt spray under, surrounding bridge structure conditions, staged construction, etc.
 
−
 
 
−
Use of corrugated steel forms should be considered as an alternate method of slab forming where use of precast prestressed concrete panel forms is not practical or not allowed.
 
−
 
 
−
Use of corrugated steel forms shall not be considered where precast prestressed concrete panel forms can be used.
 
−
 
 
−
Design loading for bridge design shall include an allowance for the dead weight of the steel forms.  Use 4 psf dead loading for form spans up to 10 feet beyond which either sagging of the form spans and the additional dead weight of the concrete may need to be considered in accordance with LRFD 9.7.4 or a greater dead loading for form spans may need to be considered.
 
−
 
 
−
Design of corrugated steel forms is the responsibility of the contractor in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703].
 
−
 
 
−
 
 
−
 
 
−
<center>[[Image:751.10.2.3 2020.jpg|600px]]</center>
 
−
<center>'''Steel Girders'''</center>
 
−
 
 
−
 
 
−
 
 
−
<center>[[Image:751.10.2.3 sec a-a.jpg|500px]]</center>
 
−
<center>'''Section A-A'''</center>
 
−
 
 
−
== 751.10.3 Bridge Deck Drainage - Slab Drains ==
 
−
 
 
−
=== 751.10.3.1 Type, Alignment and Spacing ===
 
−
 
 
−
'''Type'''
 
−
 
 
−
Steel Slab Drains:
 
−
 
 
−
:* 8" x 4" x 1/4" steel tubing.
 
−
:* Standard steel slab drain made optional with standard polymer slab drain.
 
−
:* Galvanized (shall not be color coated)
 
−
:* No restrictions on use where slab drains are allowed.
 
−
 
 
−
Fiberglass Reinforced Polymer (FRP) Slab Drains:
 
−
 
 
−
:* 8" x 4" x 1/4" (Nominal O.D.)
 
−
:* Standard polymer slab drain made optional with standard steel drain.
 
−
:* Restricted use could include stream crossings with moderate to heavy debris flow. Consult Structural Project Manager or Structural Liaison Engineer.
 
−
:* Restricted use for new or existing bridges with wearing surfaces and rehabilitation, surfacing and widening jobs involving slab drain work and are subject to approval by Structural Project Manager or Structural Liaison Engineer.
 
−
:* The standard color shall be Gray (Federal Standard #26373). Optional colors which are the same colors allowed for steel superstructures include Brown (Federal Standard #30045), Black (Federal Standard #17038), Dark Blue (Federal Standard #25052) and Bright Blue (Federal Standard #25095). Consult with FRP drain manufacturer/supplier to verify optional color availability and cost.
 
−
 
 
−
 
 
−
'''Alignment'''
 
−
 
−
All standard crown roadways shall have the 8" x 4" steel tubing or 8” x 4” FRP placed with the 8" side perpendicular to the barrier whenever possible.
 
−
 
 
−
All super-elevated roadways shall have the 8" x 4" steel tubing or 8” x 4” FRP placed with the 8" side parallel to the barrier.
 
−
 
 
−
 
 
−
'''Slab Drain Spacing'''
 
−
 
 
−
Slab drain spacing shall be designed according to the 1986 FHWA report FHWA/RD-87/014 "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 the procedure for Flat Bridges in 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 being incorporated into the final design.
 
−
 
 
−
 
 
−
<div id="General Requirements for Location and Spacing of Slab Drains"></div>
 
−
'''General Requirements for Location and Spacing of Slab Drains'''
 
−
 
 
−
1. Drains shall be spaced no closer than 8 ft. center to center.
 
−
 
 
−
2. Drains shall be omitted on high side of super-elevation bridges.
 
−
 
 
−
3. Drains shall not be located over unprotected fill. If drains are needed, fill should be protected with use of rock blanket with Permanent Erosion Control Geotextile, or concrete slope protection. (See General Requirement #9a for bridge abutments with MSE walls.)
 
−
 
 
−
4. Drains shall be omitted in areas where water can fall on the roadway or shoulder on all grade separations.
 
−
 
 
−
5. Drains shall be omitted on railroad overpasses when water will fall on or drain on to railroad right of way.
 
−
 
 
−
6. For Bridges with slopes less than 0.5%, space drains at about 10 ft. centers where possible.
 
−
 
 
−
7. Use consistent spacing for drains when possible.
 
−
 
 
−
8. Drains shall be placed at least 5 ft. from the face of substructure beam.
 
−
 
 
−
9a. Drains shall be placed at least 10 ft. from front of MSE wall and should be discharge on stone riprap or rock blanket. Deck drainage shall not be allowed to be discharged near MSE wall toe or over MSE wall backfill area in order to prevent external soil erosion and front face wall staining ([http://www.fhwa.dot.gov/engineering/geotech/pubs/nhi10024/nhi10024.pdf FHWA NHI-10-024]). In special cases, where deck drainage is required within 10 ft. from MSE wall in order to meet the required number of drains, vertical drains deflected away from wall face, geotextile lined riprap stone or other means should be used to prevent external soil erosion. Free falling water exceeding 25 ft. will sufficiently disperse water. Riprap or splash blocks could be considered for lesser heights ([http://www.fhwa.dot.gov/engineering/hydraulics/library_arc.cfm?pub_number=21&id=46 FHWA-SA-92-010]). 
 
−
 
 
−
9b. Drains shall not be placed directly over MSE wall backfill area. See [[751.24 LFD Retaining Walls#751.24.2.1 Design|EPG 751.24.2.1 Design]].
 
−
 
 
−
10. Drains shall be dimensioned along centerline of exterior girder to facilitate placement of coil inserts or holes in girders.
 
−
 
 
−
11. 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.
 
−
 
 
−
12. 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. Additional drains may be added to meet design spread requirements.
 
−
 
 
−
13. The length of the approach slab shall be included in the length of the bridge for spacing or design spread computations. Do not place slab drains on the approach slab.
 
−
 
 
−
14. All gutter flow should be intercepted above transition points and expansion devices.
 
−
 
 
−
15. For all crest vertical curves, where the slope is less than 0.5%, consideration should be given to spacing drains at 10 ft. centers for long flattened curves, small shoulders, high speed, high AADT, or superelevation with approval of the Structural Project Manager or Structural Liaison Engineer.
 
−
 
 
−
16. For round drains, location of drains shall follow same requirements as for rectangular drains. Spacing shall be determined using the same method except as modified by adjusting the number of round drains in order to achieve a total cross sectional area of round drains approximately equal to that of rectangular drains. (Use 8” dimension parallel to barrier.)
 
−
 
 
−
 
 
−
'''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 criteria in the following table shall be used to determine the design spread.
 
−
 
 
−
{|border="1" cellpadding="5" align="center"
 
−
|+'''Design Spread Guide'''
 
−
!Roadway Classification!! Design Speed!! Maximum Spread
 
−
|-
 
−
|Interstate|| All ||Up to the shoulder width, with a 10’ max.
 
−
|-
 
−
|rowspan="2"|Major|| ≥ 45 mph ||Up to the shoulder width, with a 10’ max.
 
−
|-
 
−
| < 45 mph|| Shoulder + 3 ft. (10’ max.)
 
−
|-
 
−
|Minor|| All|| Shoulder + 3 ft. (10’ max.)
 
−
|}
 
−
 
 
−
 
 
−
* <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 10 year frequency for a 10 minute time period shall be used to calculate the design rainfall. For bridges with sag curves or with wide deck drainage areas where the design speed is > 45 mph. (i.e., multi-lane super-elevated deck) 10 year frequency for a 5 minute time period may be used to calculate the design rainfall. Missouri's intensity varies across the state for these frequency and time period combinations. Therefore an "<math>\, I</math>" value of 6.50 in./hr. is recommended to determine slab drain spacing in most cases. An "<math>\, I</math>" value of 9.00 in./hr. is recommended for bridges with sag curves or with wide deck drainage areas where the design speed is > 45 mph.
 
−
 
 
−
:For details regarding roadway design frequency only, see [[640.1 Pavement Drainage#640.1.2.1 Design Frequency|EPG 640.1.2.1 Design Frequency]].
 
−
 
 
−
* <math>\, W</math> = Width of deck drainage area (ft.). For crowned roadways use distance from top of crown to barrier face and for super-elevated bridges use distance from face of barrier to face of barrier.
 
−
 
 
−
 
 
−
'''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 barrier.
 
−
 
 
−
* <math>\, w</math> = width of slab drain normal to the flow (ft).
 
−
* <math>\, T</math> = Design spread.
 
−
 
 
−
In UMR's report "Scupper Interception Efficiency" emperical 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> = Emperical 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"
 
−
|+'''Empirical Coefficients for 6-Foot Design Spread'''
 
−
!colspan="3" width="300px"|8-Inch Dimension Perpendicular to Barrier||width="20"| ||colspan="3" width="300px"|8-Inch Dimension Parallel to Barrier
 
−
|-
 
−
!Cross-Slope!! a!! b !! !! Cross-Slope!! a!! b
 
−
|-
 
−
|0.010||14.580|| -0.180||  ||0.010|| 9.170|| -0.230
 
−
|-
 
−
|0.016||6.670|| -0.340||  ||0.016||7.060|| -0.280
 
−
|-
 
−
|0.020|| 3.550|| -0.450 || ||0.020|| 5.620|| -0.320
 
−
|-
 
−
|0.030|| 2.080|| -0.500 || ||0.030|| 4.670|| -0.320
 
−
|-
 
−
|0.040|| 2.080|| -0.440|| ||0.040|| 3.060|| -0.370
 
−
|-
 
−
|0.050|| 3.680|| -0.280 || ||0.050|| 3.660|| -0.300
 
−
|-
 
−
|0.060|| 5.510|| -0.140 || ||0.060|| 4.560|| -0.210
 
−
|-
 
−
|0.070|| 4.550|| -0.160|| ||0.070|| 5.500|| -0.130
 
−
|-
 
−
|0.080|| 5.420|| -0.110|| ||0.080|| 5.420|| -0.110
 
−
|}
 
−
 
 
−
 
 
−
=== 751.10.3.2 Details ===
 
−
====751.10.3.2.1 New Structure Without Wearing Surface Slab Drains - Details====
 
−
 
 
−
<center>
 
−
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
 
−
|+
 
−
| style="background:#BEBEBE" width="300" |'''[http://www.modot.org/business/consultant_resources/bridgestandards.htm Bridge Standard Drawings]'''
 
−
|-
 
−
|align="center"|[http://www.modot.org/business/standard_drawings2/drains_new_title_block.htm Slab Drains]
 
−
|}
 
−
 
 
−
[[image:751.10.3.2.1 straight 2020.jpg|700px]]
 
−
 
 
−
{|border="1" style="text-align:center" cellpadding="5" align="center"
 
−
|+
 
−
!Prestressed Member Type!! Dimension A!! Dimension B!! Standard Drawing
 
−
|-
 
−
|Type 2, 3 & 4 I-Girders ||2’-9½“ ||2’-5½“ ||S_DRA05
 
−
|-
 
−
|Type 6 I-Girder ||3’-3” ||2’-11” ||S_DRA05
 
−
|-
 
−
|Type 7 & 8 Bulb-Tees ||4’-0”|| 3’-8” ||S_DRA01
 
−
|-
 
−
|NU Girders|| 4’-3⅛”|| 3’-11⅛“ ||S_DRA06
 
−
|-
 
−
|Box Beams|| 4’-3”|| 3’-11”|| S_DRA08
 
−
|}
 
−
 
 
−
 
 
−
 
 
−
 
 
−
[[image:751.10.3.2.1 angled 2020.jpg|700px]]
 
−
 
 
−
{|border="1" style="text-align:center" cellpadding="5" align="center"
 
−
|+
 
−
!Prestressed Member Type!! Dimension C!! Dimension D!! Standard Drawing
 
−
|-
 
−
|Type 2, 3 & 4 I-Girders|| 2’-3⅞“|| 22⅛“|| N/A
 
−
|-
 
−
|Type 6 I-Girder|| 2’-9⅜”|| 2’-3⅝”|| N/A
 
−
|-
 
−
|Type 7 & 8 Bulb-Tees|| 3’-6⅜”|| 3’0⅝”|| S_DRA02
 
−
|-
 
−
|NU Girders|| 3’-9½”|| 3’-3¾“|| S_DRA07
 
−
|-
 
−
|Box Beams|| 3’-9⅜”|| 3’-3⅝”|| S_DRA09
 
−
|}
 
−
 
 
−
 
 
−
{|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"
 
−
|-
 
−
|[[Image:751.10.3.2.1 optional.jpg|center|400px]]
 
−
|}
 
−
</center>
 
−
 
 
−
====751.10.3.2.2 Structure with Wearing Surface Slab Drains – Details====
 
−
 
 
−
See [[751.40 LFD Widening and Repair#751.40.5.1 Structure with Wearing Surface Slab Drains - Details|EPG 751.40.5.1 Structure with Wearing Surface Slab Drains -  Details]]. The details shown in this article are sufficient for new structures with a wearing surface.
 
−
 
 
−
 
 
−
=== 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
 
−
|-
 
−
| &nbsp;
 
−
|-
 
−
|[[Image:751.10 stream crossing with slope protection.gif]]
 
−
|-
 
−
!Elevation of Stream Crossing with Slope Protection
 
−
|-
 
−
| &nbsp;
 
−
|-
 
−
|[[Image:751.10 grade separation with paved slope protection.gif]]
 
−
|-
 
−
|'''Elevation of Grade Separation with Paved Slope Protection'''<br/>(*) See Design Layout for maximum slope of spill fill.
 
−
|}
 
−
 
 
−
 
 
−
[[image:751.10.3.3 Part Elev of Integral 2020.jpg|800px|center]]
 
−
<center>
 
−
'''Part Elevation of Integral End Bent with MSE Wall'''</center>
 
−
:::Notes:
 
−
::::'''*'''  Slab drains spaced in accordance with above figures.
 
−
 
 
−
For Drainage Guidance, see [[751.24 LFD Retaining Walls#751.24.2.1 Design|EPG 751.24.2.1 Design]].
 
−
 
 
−
 
 
−
 
 
−
 
 
−
[[image:751.10.3.3 Part Elev of Nonintegral 2020.jpg|800px|center]]
 
−
<center>
 
−
'''Part Elevation of Non-Integral End Bent with MSE Wall'''</center>
 
−
:::Notes:
 
−
::::'''*'''  Slab drains spaced in accordance with above figures
 
−
::::'''**''' For closed expansion joint, collect water at end and discharge to drainage system using conduit.
 
−
::::::For open expansion joint, provide drain trough with positive slope; collect water at lower end and discharge into drainage system using conduit.
 
−
 
 
−
For Drainage Guidance, see [[751.24 LFD Retaining Walls#751.24.2.1 Design|EPG 751.24.2.1 Design]].
 
−
 
 
−
== 751.10.4 Conduit Systems ==
 
−
 
 
−
'''General'''
 
−
 
 
−
Conduit systems shall be provided on structures when specified on the Design Layout.
 
−
 
 
−
All conduits shall be rigid, nonmetallic, Schedule 40, heavy wall polyvinyl chloride
 
−
(PVC) and in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1060].
 
−
 
 
−
All conduit fittings for PVC conduits shall be in accordance with Sec 1060.
 
−
 
 
−
All conduit clamps, if required, shall be commercially available, nonmetallic conduit clamps and approved by the engineer.
 
−
 
 
−
Drainage shall be provided at low points or other critical locations of all conduits and all
 
−
junction boxes in accordance with  [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 707]. All conduits shall be sloped to drain where possible.
 
−
 
 
−
Junction boxes shall be NEMA 4 or NEMA 4X enclosures and in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1062] except as shown on plans.
 
−
 
 
−
Deflection couplings at the end of the wings shall be required for probable thermal movements of the structure and ground movements.
 
−
 
 
−
'''Conduit Sizing and Placement Guidelines'''
 
−
 
 
−
Conduit sizes shall be determined realistically and practically by the core team based on the project need and shall be specified on the Design Layout.
 
−
 
 
−
Conduit should be placed internal to the structure encased in concrete unless the number of conduits required will not allow or there is no new concrete construction required and conduit must be placed external to the structure.
 
−
 
 
−
Single or multiple conduits may be used.
 
−
 
 
−
Minimum clearance to single or multiple conduits encased in concrete shall be 3 in., unless otherwise shown.
 
−
 
 
−
For single conduit placement, 3-inch round conduit is the maximum size preferred and shall be placed in the barrier.
 
−
 
 
−
:Single 4-inch round conduit may be used based on core team agreement that single 4-inch round conduit is absolutely required to meet the project need. Single 4-inch round conduit shall be placed in the barrier. (Practical difficulties in placing single 4-inch round conduit in the barrier could include sweeping from the outside face to the roadway face for junction box connections, increased interference with reinforcement, and less assurance for consolidated concrete under the conduit.)
 
−
 
 
−
:Single 2-inch round conduit may be placed in the slab when necessary, for example, when using barrier, either concrete or steel, that cannot accept conduit, or when surplus conduit must be run and placement in the barrier has been exhausted. Minimum clearance may be less than 3 inches.
 
−
 
 
−
For multiple conduit placement, three 2-inch round conduits, two 3-inch round conduits, or 2-inch plus 3-inch round conduit in combination may be used and shall be placed in the barrier.
 
−
 
 
−
:4-inch round conduit shall not be combined with 2-inch round conduit or 3-inch round conduit where multiple conduits are to be placed in the barrier.
 
−
 
 
−
:Minimum clearance between conduits placed in the barrier shall be one inch.
 
−
 
 
−
:Placement method of multiple conduits shall be determined on a case-by-case basis. Other options include placing conduits on hangers or placing conduits in a deepened slab. Hangers and supports may be designed in accordance to a manufacturer’s specifications or they can be designed by a manufacturer for all external and internal loads. This depends on the number of conduits to be supported by hangers and the complexity of the design. Supporting connections like concrete anchors into the bridge must also be designed. Spacing of hangers may be made by the manufacturer and if necessary as shown on the plans. Resin anchors are not allowed for overhead installations. Special provisions may be required to instruct the contractor for this work.
 
−
 
 
−
All conduits shall be placed near the outside face of the barrier. For junction
 
−
box placements at the roadway face of the barrier, conduit bends or sweeps shall be required for connecting the conduit to the junction boxes. Refer to [[751.10 General Superstructure#Junction Boxes and Placement|Junction Boxes and Placement Guidelines]].
 
−
 
 
−
Shift reinforcing steel in the field where necessary to clear all conduits and junction
 
−
boxes.
 
−
 
 
−
For placement of single or multiple conduits in barrier other than as shown, sizing and placement shall similarly follow these guidelines. Review for applicability and special detailing.
 
−
 
 
−
Conduit placed external to the structure should be placed to the underside to avoid collecting dirt, debris and corroding moisture.
 
−
:* May be attached to outside face of barrier if necessary.
 
−
:* May be attached between girders.
 
−
:* May be attached to underside of deck cantilevers but may not be attached near slab edge and not on slab bridge due to clearance issues.
 
−
:* May not be attached to prestressed panels.
 
−
 
 
−
 
 
−
{| cellpadding=10
 
−
|-
 
−
| || <center>'''Conduit Systems Placement'''</center> ||
 
−
|-
 
−
| [[image:751.10.4-Single_Conduit_in_Slab-Feb-23.jpg|center|x175px]]
 
−
| [[image:751.10.4-Single_Conduit_in_Barrier-Feb-23.jpg|center|x175px]]
 
−
| [[image:751.10.4-Multiple_Conduits_in_Safety_Barrier-Feb-23.jpg|center|x175px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Section of Single Conduit in Slab</b>
 
−
| <b>Section Showing Single Conduit in Barrier</b>
 
−
| <b>Section of Multiple Conduits in Safety Barrier Curb</b>
 
−
|- style="vertical-align: top;"
 
−
|
 
−
| * Single 4-inch round conduit if absolutely required</br>to meet the project need and based on core team agreement.</br>** 3 ½-inch clear provides approximately 1” clearance</br>between the conduit and vertical reinforcing steel.
 
−
| * One-inch minimum.</br>** Single four-inch round conduit if absolutely</br>required to meet the project need and based on</br>core team agreement.</br>*** 3 ½-inch clear provides approximately 1”</br>clearance between the conduit and vertical</br>reinforcing steel.
 
−
|-
 
−
|
 
−
|-
 
−
| [[image:751.10.4-Multiple_Conduits_in_Deepened_Slab-Feb-23.jpg|center|x250px]]
 
−
| [[image:751.10.4-Section_Suspended_Conduit-Feb-23.jpg|center|x250px]]
 
−
| [[image:751.10.4-Section_Suspended_Conduit_DetailA-Feb-23.jpg|center|x200px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Section of Multiple Conduits in Deepened Slab</b>
 
−
| <b>Part Section of Suspended Conduit (on Hanger) at Drain</b>
 
−
| <b>Detail A (Hanger)</b>
 
−
|- style="vertical-align: top;"
 
−
| * Permissible combination may include 4-inch round</br>conduit. More than two conduits may be used.
 
−
|
 
−
|
 
−
|-
 
−
|}
 
−
 
 
−
 
 
−
'''Expansion Fittings and Setting'''
 
−
 
 
−
Expansion fittings shall be required where expected ''bridge movements'' or ''conduit movements'' could cause distress in either conduits or structural supports of conduits.
 
−
 
 
−
''Bridge movements'' of primary concern are thermal expansion and contraction, and live load deflections. Both types of movement can occur in structures with or without expansion devices and gaps. Thermal movements are typically predominant.
 
−
 
 
−
''Conduit movements'' of primary concern are thermal expansion and contraction. Conduit placed internally to the structure, for example, is encased in concrete, and movement is considered restrained and coincident with the superstructure for which expansion fittings are required only where there is a gap in the concrete. Conduit placed externally to the structure is considered unrestrained for which expansion fittings shall be required.
 
−
 
 
−
For expansion fittings of conduit to be encased in concrete:
 
−
 
 
−
:Expansion fittings shall be specified on the bridge plans where conduit expansion and contraction will coincide with the expansion and contraction of the bridge superstructure, for example at expansion devices or gaps, i.e. open, closed or filled joints, including filled joints in the barrier where conduit is placed in the barrier.
 
−
 
 
−
:Estimated total expansion movement shall be specified on the bridge plans for each location where an expansion fitting is specified and based on the coefficient of thermal expansion for either a steel or concrete superstructure.
 
−
 
 
−
:Expansion fittings shall be designed to accommodate a movement of one and a half times the estimated total expansion movement at an open or closed joint, or 4 times the joint filler thickness rounded to the nearest half inch at a filled joint.
 
−
 
 
−
:Expansion fittings shall be placed and set in accordance with the manufacturer’s requirements and based on the air temperature at the time of setting given an estimated total expansion movement using a maximum temperature range of 150°F for steel or 120°F if concrete and a maximum temperature of 120°F for steel or 110°F for concrete.
 
−
 
 
−
For expansion fittings of conduit not to be encased in concrete:
 
−
 
 
−
:Conduit expansion and contraction should be allowed to occur independently of the bridge superstructure movement since the coefficient of thermal expansion for PVC conduit is three times greater than that for steel and concrete.
 
−
 
 
−
:The quantity and placement of additional expansion fittings shall be determined by the contractor and in accordance with the conduit manufacturer’s recommendations and specified on the bridge plans except:
 
−
 
 
−
::Expansion fittings shall be specified on the bridge plans at all superstructure open, closed or filled joints, and
 
−
 
 
−
::Expansion fittings shall be specified on the bridge plans for bridges without open or closed joints near where known conduit restraint will be imposed, for example, where conduits will be rigidly attached at bends or where conduit goes into the ground.
 
−
 
 
−
:Estimated total expansion movement shall be specified on the bridge plans for each location where an expansion fitting is specified and based on the thermal movement of PVC conduit for clamped, suspended or conduit otherwise externally supported to or from the superstructure using a coefficient of thermal expansion of 3.38 x 10<sup>-5</sup> in./in./°F for PVC conduit.
 
−
 
 
−
:Expansion fittings shall be placed and set in accordance with the manufacturer’s requirements based on the air temperature at the time of setting given an estimated total conduit expansion movement using a maximum temperature range of 120°F and a maximum temperature of 110°F. For conduit exposed to direct sunlight, 30°F is added typically to the temperature range for design purposes only.
 
−
 
 
−
:Nonmetallic conduit clamps shall be specified to allow the conduit to move freely during expansion and contraction while properly securing it. Expansion fitting barrels should be clamped securely whereas conduit should be mounted loosely so that it can slide freely.
 
−
 
 
−
 
 
−
:'''Example 1''' – Conduit encased in concrete. Plate Girder superstructure with expansion length of 300 ft.
 
−
 
 
−
:Δ (Steel) = (0.0000065)(150)(300)(12) = 3.51 in.
 
−
 
 
−
:Δ (Fitting) total = 1.5 x 3.51 = 5.27 in.
 
−
 
 
−
:'''Use 5 1/4 in. total expansion movement.'''
 
−
 
 
−
 
 
−
:'''Example 2''' – Conduit encased in concrete. Expansion at 1/4 in. joint filler in barrier.
 
−
 
 
−
:Δ (Fitting) total = 4 x 0.25 = 1.0 in.
 
−
 
 
−
:'''Use 1 in. total expansion movement.'''
 
−
 
 
−
 
 
−
:'''Example 3''' – Conduit not encased in concrete and not exposed to direct sunlight. Integral Abutment Bridge with expansion length of 150 ft.
 
−
 
 
−
:Δ (Conduit) = (0.0000338)(120)(150)(12) = 7.30 in.
 
−
 
 
−
:Δ (Fitting) total = 1.0 x 7.30 = 7.30 in.
 
−
 
 
−
:'''Use 7 1/2 in. total expansion movement for each expansion fitting placed at end of the bridge.'''
 
−
 
 
−
Deflection Coupling (Fitting) and Expansion Fitting:
 
−
 
 
−
:Deflection Coupling shall be specified on the  bridge plans where conduit exits from the structure. Based on estimated total expansion movement of steel or concrete bridge structure determine how many Deflection Couplings are required. Deflection Coupling shall accommodate axial or parallel movement up to 3/4" and angular movement of up to 30° from normal position.
 
−
 
 
−
:When total movement is less than or equal to 1 1/2", provide deflection coupling without expansion fitting. When total movement is greater than 1 1/2", provide two deflection couplings or one deflection coupling and one expansion fitting.
 
−
 
 
−
 
 
−
:'''Example 1 -''' Conduit encased in concrete. Plate Girder superstructure with expansion length of 280 ft., and 150° temperature range.
 
−
:Δ (Steel) = (0.0000065)(150)(280)(12) = 3.28 in.
 
−
:Δ (Factored) total = 1.00 x 3.28 = 3.28 in.
 
−
:Δ (Fitting) movement for temp rise or fall = 3.28/2 = 1.64 in.
 
−
 
 
−
:'''Provide two deflection couplings or one deflection coupling and one expansion fitting.'''
 
−
 
 
−
 
 
−
:'''Example 2 -''' Conduit encased in concrete. Prestressed beam superstructure with expansion length of 173 feet, and 120° temperature range.
 
−
:Δ (Concrete)= (0.000006)(120)(173)(12) = 1.50 in.
 
−
:Δ (Factored) total = 1.00 x 1.50 = 1.50 in.
 
−
:Δ (Fitting) movement for temp rise or fall = 1.50/2 = 0.75 in.
 
−
 
 
−
:'''Provide one deflection coupling.'''
 
−
 
 
−
 
 
−
'''Junction Boxes and Placement'''
 
−
 
 
−
Size and location of junction boxes shall be specified on the bridge plans when a conduit system is required.
 
−
 
 
−
Maximum spacing between junction boxes shall be approximately 250 feet.
 
−
 
 
−
Junction boxes shall be required at each end of the bridge when conduit is required.
 
−
 
 
−
All junction boxes shall be placed in the wings at the outside face at each end of the bridge when spacing between the end bent junction boxes is less than 250 feet and district Traffic does not require an additional junction box on the bridge.
 
−
 
 
−
When spacing between the end bent junction boxes exceeds 250 feet, additional junction boxes shall be required and all junction boxes shall be placed in and at the roadway face of the barrier. (Junction box placement at the roadway face is preferred for easier accessibility for utility maintenance.)
 
−
 
 
−
Placement of junction boxes and covers complete-in-place shall be flush with the roadway face of the barrier. Junction boxes and covers may be recessed up to 1/4 inch.
 
−
 
 
−
Junction boxes should not be placed within 5 feet of an open, closed or filled joint in the barrier. Shift reinforcing steel in the field where necessary to clear all junction boxes.
 
−
 
 
−
Perimeter steel shall be required at all junction box placements at the roadway face of the barrier.
 
−
 
 
−
When 2-inch round conduit is placed in the slab, preferred placement of junction boxes shall be in the slab and in areas accessible from underneath the bridge.
 
−
 
 
−
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" align="center" style="text-align:center"
 
−
|+
 
−
! colspan="3" style="background:#BEBEBE"|Junction Box Size Requirements
 
−
|-
 
−
!rowspan="2" style="background:#BEBEBE"|Junction Box Placement!!rowspan="2" style="background:#BEBEBE" |Entering Conduit Size(s) !! style="background:#BEBEBE"|Junction Box Size<sup>1</sup>
 
−
|-
 
−
! style="background:#BEBEBE"|H x D x L<sup>2</sup>, inches 
 
−
|-
 
−
|rowspan="6"|Concrete Barrier Type D</br>Or</br>Type H</br>Or</br>Abutment Wing || Single 2” Round Conduit || rowspan="6" | 12 x 10 x 12
 
−
|-
 
−
|Single 3” Round Conduit
 
−
|-
 
−
|Single 4” Round Conduit<sup>'''3'''</sup>
 
−
|-
 
−
|Three 2” Round Conduit
 
−
|-
 
−
|Two 3” Round Conduit
 
−
|-
 
−
|2” plus 3” Round Conduit
 
−
|-
 
−
| 8 1/2 inch Slab || 2” Round Conduit || 12 x 4 x 12
 
−
|-
 
−
|colspan="3" align=left|<sup>'''1'''</sup> Note on the plan that Junction box size shown on plan may require special order. Smaller junction box may be substituted if junction box meets conduit installation, clearance and project requirements.
 
−
|-
 
−
|colspan="3" align=left|<sup>'''2'''</sup> Length may be increased, if required. Coordinate with core team or district traffic. For junction box longer than 12”, an additional transverse bar pair should be spaced at 4 inch in addition to shown transverse bar pairs in “Part Elevation of Barrier over Slab Showing Perimeter Steel” on both sides of junction box.
 
−
|-
 
−
|colspan="3" align=left|<sup>'''3'''</sup> Single 4-inch round conduit may be used based on core team agreement that single 4-inch round conduit is absolutely required to meet the project need. Single 4-inch round conduit shall be placed in the barrier and abutment wing.
 
−
|}
 
−
 
 
−
 
 
−
<center>'''Details of Junction Box Placements'''</center>
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| [[image:751.10.4-Junction_Box-Feb-23.jpg|center|x200px]]
 
−
| [[image:751.10.4-Barrier_Curb-Feb-23.jpg|center|x225px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Section of Junction Box in Slab</b>
 
−
| <b>Part Plan of Barrier Showing Delineated Conduit System Placement Only</b><center>(Use where junction boxes are in wing only)</center>Single conduit shown, multiple conduits similar.</br>Expansion fittings or deflection couplings are not shown for clarity.</br>Drawing is not to scale.</br>
 
−
|-
 
−
|}
 
−
 
 
−
 
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| colspan=2 | <b><center>Select Detail A or B based on total movement and show on plan.</center></b>
 
−
|-
 
−
| [[image:751.10.4-Barrier_Curb_Detail_A-Feb-23.jpg|center|x250px]]
 
−
| [[image:751.10.4-Barrier_Curb_Detail_B-Feb-23.jpg|center|x250px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Detail A</b>
 
−
| <b>Detail B</b>
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| (Use where total movement is not greater than 1½ inches.)
 
−
| (Use where total movement is greater than 1½ inches.)
 
−
|}
 
−
 
 
−
 
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| [[image:751.10.4-Junction_Box_in_Wing-Feb-23.jpg|center|x300px]]
 
−
| [[image:751.10.4-Wing_Section_AA-Feb-23.jpg|center|x250px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Part Elevation Showing Junction Box in Wing</b>
 
−
| <b>Section A-A</b>
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| (Use where junction box is in wing only)<br>(Single conduit shown, multiple conduits similar.)
 
−
| (Single conduit shown, multiple conduits similar.)
 
−
|}
 
−
 
 
−
 
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| [[image:751.10.4-Junction_Box_in_Barrier-Feb-23.jpg|center|x300px]]<center>'''*''' Minimize length of sweep in order to lessen the number of #5-R1 bars necessary to bend in field.</center>
 
−
| [[image:751.10.4-Barrier_Curb_Section_BB-Feb-23.jpg|center|x250px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Part Plan of Barrier Showing Delineated Conduit System Placement Only</b>
 
−
| <b>Section B-B</b>
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| (Use where junction boxes are in barrier only.)</br>Single conduit shown, multiple conduits similar.</br>Expansion fittings or deflection couplings are not shown for clarity.</br>Drawing is not to scale.
 
−
| (Single conduit shown, multiple conduits similar.)
 
−
|}
 
−
 
 
−
 
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| [[image:751.10.4-Barrier_Curb_over_Slab-Feb-23.jpg|center|x200px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Part Elevation of Barrier over Slab Showing Perimeter Steel</b>
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| (Use where junction boxes are in barrier only.)</br>Show extra R1, R2, R3 and #5-R Perimeter Bar 6’-0” long with the barrier details and include in the Bill of Reinforcing Steel.</br>Perimeter bar (#5-R) is not required at end bent junction boxes. Spacing of K bars is more condensed at end bents. Extra K bars may be used and shown with the barrier details and included in the Bill of Reinforcing Steel.
 
−
|}
 
−
 
 
−
 
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
|-
 
−
| [[image:751.10.4-Barrier_Curb_Section_Single_Conduit-Feb-23.jpg|center|x300px]]<center>* Single 4-inch round conduit if absolutely required.</center>
 
−
| [[image:751.10.4-Barrier_Curb_Section_Multiple_Conduit-Feb-23.jpg|center|x300px]]
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| <b>Section through Barrier Showing Junction Box</b>
 
−
| <b>Section through Barrier Showing Junction Box</b>
 
−
|- style="text-align: center; vertical-align: top;"
 
−
| (Single Conduit near Roadway Face)
 
−
| (Multiple Conduits near Roadway Face)
 
−
|-
 
−
|}
 
−
{| cellpadding=2 style="margin-left: auto; margin-right: auto;"
 
−
 
 
−
|-
 
−
| <b>Note: 3½” inch clear provides approximately 1½” clearance between the conduit and vertical</br>reinforcing steel on roadway face. This clearance is excessive, but is recommended</br>to keep the clearances to front and back face of barrier similar for ease of construction.</b>
 
−
|-
 
−
|}
 
−
 
 
−
==751.10.5 Approach Slab==
 
−
 
 
−
Refer to [[:Category:503 Bridge Approach Slabs|EPG 503 Bridge Approach Slabs]] for general guidance.
 
−
 
 
−
===751.10.5.1 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).
 
−
|}
 
−
 
 
−
 
 
−
 
 
−
 
 
−
 
 
−
[[Category:751 LRFD Bridge Design Guidelines]]
 

Revision as of 13:09, 9 October 2024


October 11, 2024
October 10, 2024
July 22, 2024
July 18, 2024
July 11, 2024
  • Current armor detail is no longer in production. An optional armor detail is provided in bridge standard drawings. Added a standard note for those drawings to EPG 751.50.
July 3, 2024
July 2, 2024
  • EPG 941.9.8.4 Culvert Pipe updates the terminology of the plastic pipes and updates the guidance on use with driveways.
June 27, 2024
June 21, 2024
June 5, 2024
May 28, 2024
  • EPG 105.15.2 Final Acceptance was updated to clarify the DBE Final Payment Form now serves as the required DBE Participation List and Final Verification.
May 23, 2024
May 16, 2024
May 13, 2024
  • Updated the Missouri Uniform Crash Report Preparation Manual in EPG 907.4.
May 10, 2024
  • EPG 902.15.3.1 has been revised to allow core team to specify signal detection type to be documented with memo in eProjects instead of a design exception.
March 27, 2024
March 14, 2024
January 23, 2024
October 18, 2023
September 22, 2023
September 19, 2023
September 15, 2023
August 22, 2023
August 14, 2023
August 11, 2023
July 21, 2023
July 19, 2023
  • Revised 616.6 Temporary Traffic Control Zone Devices (MUTCD 6F) to add Type IV Fluorescent Orange, replacing Type IV Orange and Type IX/XI Fluorescent Orange for trim-line and drum-like channelizers. Type IV Fluorescent Orange will provide better visibility and luminance at driver's normal observation angle. Type IX/XI are designed for higher observation angle performance and incur higher costs to the TTCD.
  • Revised 1041.7 Polypropylene Culvert Pipe Properties for current AASHTO references concerning polypropylene storm sewer pipe and NTPEP requirement to be placed on the qualified list. 750.7.2 was also updated to clean up some wording to accurately describe which pipe type is allowable for each group of pipe.
  • 1017 Slag Cement was revised to better define slag. Slag cement is the industry terminalolgy and intended material.
  • Modify referenced ASTM materal standards for HDPE in 1060 Electrical Conduit to accurately reflect use as electrical conduit.
  • 1007 Aggregate for Base processes for the Districts and CM Lab are being updated to establish how comparable and non-comparable tests and material will be handled.
  • 242.6 Specifying One Pavement Type was updated to change documentation requirements from Design Exception, to file a memo in eProjects. The State Design Engineer and State Construction and Materials Engineer will still need to be informed when one pavement type is specified on a MoDOT contract.
June 27, 2023
  • Updated 753 Bridge Inspection Rating - A new section was added to the Bridge Inspection Rating Manual - Tunnel Inspection Requirements in Missouri
May 1, 2023
  • Revised EPG 751.21.3.4 to always use regular-size and fully stressed prestressing strands for the top two prestressing strands for the purpose of supporting the reinforcement cage. The 3/8” support strands are not sufficiently supporting the reinforcement cage.
April 26, 2023
  • Due to a new code of federal regulations relating to bridge weight classifications, 903.5.36 has been updated to reflect the changes in signs which will be associated with the new classifications.
April 20, 2023
  • A revision to Sec 401.7.6 will clarify that the density requirement applies to only unconfined longitudinal joints. EPG 401.2.6 pertaining to this spec has been modified.
  • Updated EPG 751.10.4 and 751.50 to clarify allowed conduit size and junction box size in concrete barrier Type D, Type H, bridge abutment wing and slab.
  • Added the reasoning behind the 90 day camber for typical bridge projects in EPG 751.22 and consideration of line sag is necessary to retrieve accurate camber measurements in EPG 1029.2.13.
  • Updated EPG 750.6.3.3 clarifying that geotextile is required with Rock Blanket, and now requiring in all installations of Rock Ditch Liner.
  • Updated EPG 450 to reflect a change in policy to increase minimum lift thicknesses for Superpave and Bituminous Pavement mixes, as per "four times the nominal maximum aggregate size" as recommended by NCHRP study. Additionally, language was added to explain MSCR Graded binders.
April 18, 2023
  • References to LRFD specifications for development lengths and splice lengths have been updated to those of the current version of the AASHTO LRFD Bridge Design Specifications.
  • Articles 751.5 and 751.37.6.1 have been updated to reflect these changes.
April 12, 2023
March 8, 2023
March 7, 2023
February 9, 2023
  • Updated EPG 401.2.3 and EPG 403.1.4 so that District Materials may approve mix transfers if the mix quantity per project is 250 tons or less provided the mix type and contract binder grade match what’s listed on the plan sheets or change order.
February 1, 2023
January 27, 2023

This revision updates the Design-Build guidance and processes for invoice reviews, risk to identify auditing, and other minor revisions.

Revisions to EPG 134 better emphasize how conflicts of interest are identified, better defines the solicitation and selection process, rating/scoring of consultants, and brings the entire process up to current practices.

January 19, 2023
January 18, 2023
January 10, 2023
January 1, 2023
December 12, 2022
December 6, 2022
  • 910.5.1 - Added 2 CFR 200.216 reference on prohibited vendors
November 28, 2022
November 15, 2022
  • EPG 131.2 - Removed FHWA and CFR references due to the Changes in 2019 no longer requiring it.
November 10, 2022
November 01, 2022
  • Modified EPG 136.1.3.2, EPG 136.7.2.1.6.1, and EPG 136.7.2.2.5.1. Added clarification of the requirement to have LPA preliminary plans reviewed and approved prior to submitting ROW plans for review and approval and provide the approval on a specific memo.
October 24, 2022
  • EPG Section 403.1 has been revised primarily to incorporate a longstanding separate Word doc, which explained sampling, testing and acceptance procedures for projects with Superpave mixes. Additional revisions were made to update in accordance with current construction and materials specifications.
  • 903.3.4.4 was updated to eliminate redundant 3" pipe post and update capacities.
October 21, 2022
  • EPG 712.1.5 updated to reflect modified testing requirements for high strength bolts.


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