751.50 Standard Detailing Notes

Copying Detailing Notes from EPG to MicroStation Drawings

[MS Cell] in the standard detailing notes indicates those notes are available in MicroStation note cells because of the drawing associated with the note.

Please refer to Copying Detailing Notes from EPG to MicroStation Drawings for additional information.

Underlined Portions of Notes: Underlined portions of standard detailing notes that are not applicable may be omitted.

A. General Notes

A1. Design Specifications, Loadings & Unit Stresses and Standard Plans

The format for these notes as they would appear on the plans is as follows with the indention shown being optional. For notes applicable to MSE walls see J. MSE Wall Notes.

General Notes:

Design Specifications:

A1.1

Design Loading:

A1.2

Design Unit Stresses:

A1.3

Standard Plans:

A1.4

(A1.1) Design Specifications:

Use for all LRFD standard culverts and standard culverts-bridge designs in which the design and/or details are completely covered by the Missouri Standard Plans for Highway Construction and/or EPG 751.8 in accordance with the following design specifications.

2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions

Use for all LRFD bridge final designs initiated on or after June 1, 2020.

2020 AASHTO LRFD Bridge Design Specifications (9th Ed.)

2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions (Seismic Seismic Details)

Seismic Design Category = _

Design earthquake response spectral acceleration coefficient at 1.0 second period, S_D1 = _

Acceleration Coefficient (effective peak ground acceleration coefficient), A_s = _

2002 AASHTO LFD (17th Ed.) Standard Specifications (Seismic Seismic Details)

Seismic Performance Category = _

Acceleration Coefficient = _

Bridge Deck Rating = _(1)

Use for all LRFD bridge final designs initiated before June 1, 2020.

2017 AASHTO LRFD Bridge Design Specifications (8th Ed.)

2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions (Seismic Seismic Details)

Seismic Design Category = _

Design earthquake response spectral acceleration coefficient at 1.0 second period, S_D1 = _

Acceleration Coefficient (effective peak ground acceleration coefficient), A_s = _

2002 AASHTO LFD (17th Ed.) Standard Specifications (Seismic Seismic Details)

Seismic Performance Category = _

Acceleration Coefficient = _

Bridge Deck Rating = _(1)

Use for all LFD bridge final designs.

2002 AASHTO LFD (17th Ed.) Standard Specifications

2002 AASHTO LFD (17th Ed.) Standard Specifications (Seismic Seismic Details)

Seismic Performance Category = _

Acceleration Coefficient = _

Bridge Deck Rating = _(1)

(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.

(A1.2) Design Loading:

Use for all LRFD bridge and culvert final designs.

Vehicular = HL-93 minus lane load (1)

No Future Wearing Surface = 35 lb/sf

Defense Transporter Erector Loading

Earth = 120 lb/cf

Equivalent Fluid Pressure = (2)

Ø =  

(3)

Superstructure:

Simply-Supported, Non-Composite for dead load. Continuous Composite for live load.

Use for all LFD bridge final designs.

HS20-44 HS20 Modified (4) (5)

35 lb/sf No Future Wearing Surface

Military 24,000 lb Tandem Axle (5)

Defense Transporter Erector Loading (5)

Earth 120 lb/cf, Equivalent Fluid Pressure (2)

Ø =  

Fatigue Stress - Case I Case II Case III

(3)

Superstructure:

Simply-Supported, Non-Composite for dead load. Continuous Composite for live load.

For rehabilitation of decks originally designed using above loads, specify using current wording when the original wording varies from that now used (“Military” used to be specified as “Modified”).

(1) Include for all culverts and culverts-bridges unless lane load is used.

(2) For bridges and retaining walls use "45 lb/cf (Min.)" unless the Ø angle requires using a larger value. For box culverts use "30 lb/cf (Min.), 60 lb/cf (Max.)".

(3) Use with all prestressed concrete structures. Omit underline portions for single spans.

(4) For rehabilitation of decks originally designed using loads other than those shown, specify loading as shown on original plans.

(5) For rehabilitation of decks specify the original design year in parentheses, e.g. (1965).

(A1.3) Use for LRFD. (For ASD, LFD, and allowable stresses, see Development Section.)

Design Unit Stresses:

Class B Concrete (Substructure)		f'c = 3,000 psi
Class B Concrete (Retaining Wall)		f'c = 3,000 psi
Class B-2 Concrete (Drilled Shafts & Rock Sockets)		f'c = 4,000 psi
Class B-1 Concrete (Superstructure)		f'c = 4,000 psi
Class B-2 Concrete (Superstructure, except   Prestressed Girders Beams and Barrier)		f'c = 4,000 psi
Class B-1 Concrete (Substructure)		f'c = 4,000 psi
Class B-1 Concrete (Box Culvert)		f'c = 4,000 psi
Class B-1 Concrete (Barrier)		f'c = 4,000 psi
Class B-2 Concrete (Superstructure, except Barrier)		f'c = 4,000 psi (1)
Reinforcing Steel (Grade 40)		fy = 40,000 psi
Reinforcing Steel (Grade 60)		fy = 60,000 psi
Structural Carbon Steel(ASTM A709 Grade 36)		fy = 36,000 psi
Structural Steel (ASTM A709 Grade 50)		fy = 50,000 psi
Structural Steel (ASTM A709 Grade 50W)		fy = 50,000 psi
Structural Steel (ASTM A709 Grade HPS50W)		fy = 50,000 psi
Structural Steel (ASTM A709 Grade HPS70W)		fy = 70,000 psi
Structural Steel HP Pile (ASTM A709 Grade 50S)		fy = 50,000 psi
Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)		fy = 45,000 psi
For precast prestressed panel stresses, see Sheet No. _.
For prestressed girder stresses, see Sheets No. _ & _ .
For prestressed solid slab voided slab box beam stresses, see Sheets No. _ & _ .

(1) Slabs, diaphragms or beams poured integrally with the slab.

Note: Any new construction using structural steels A514 or A517 requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.

(A1.4) Use for structural design information only.

Standard Plans:

703.37, 703.85, 703.86, and 703.87

Guidance: - List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans). - Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features. Standard Plan When Applicable 703.10 thru 703.87 Culvert Standards in Accordance with EPG 750.7.4.1 Standard Plans - Examples for exclusion (no need to include):    o Std. Plan 606.60: guardrail transition – roadway item    o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.    o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16    o Std. Plan 706.35 Bar Supports for Concrete Reinforcement    o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction

A2. Concrete Box Culverts and Other Type Structures

All Boxes

(A2.0) [MS Cell]

MoDOT Construction personnel will indicate the type of box culvert constructed:
    $\Box$   Precast Concrete Box used
    $\Box$   Cast-in-Place Concrete Box used

All Boxes on Rock

(A2.1) Designer shall check with Structural Project Manager if the 6” dimension should be increased for soft rock and shale.

Anchor full length of walls by excavating 6 inches into and casting concrete against vertical faces of hard, solid, undisturbed rock.

(A2.1.1)

Holes shall be drilled 12 inches into solid rock with E1 and E2 bars grouted in.

All Boxes with Bottom Slab

(A2.2)

When alternate precast concrete box culvert sections are used, the minimum distance from inside face of headwalls to precast sections measured along the shortest wall shall be 3 feet. Reinforcement and dimensions for wings and headwalls shall be in accordance with Missouri Standard Plans.

Culverts on Rock Where Holes or Crevices may be Found
(Normally where soundings show rock to be very irregular)

(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)

Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3 feet in width shall be poured up from rock to bottom of walls. If top of rock is more than 3 feet below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer. Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.

Box Type Structures on Rock or Shale Widened or Extended with Floor

(A2.4)

Fill material under the slab shall be firmly tamped before the slab is poured.

Box Culverts with Bottom Slab that Encounter Rock

(A2.5) (Use when specified on the Design Layout.)

Excavate rock 6 inches below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.

Curved Box Culverts (Box on curve)

(A2.6)

The contractor will have the option to build the curved portion of the structure on chords (maximum of 16 feet).

(A2.7) (Use when special backfill is specified on the Design Layout.)

Excavate 3 feet below the box and fill with suitable backfill material.

For Box Culverts where collar is provided, place the following note on plan sheet.

(A2.8)

If precast option is used, precast box culvert ties in accordance with Sec 733 and Standard Plan 733 shall be provided between all precast sections.

For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 under the Transverse Joint Detail. [MS Cell] The detail and these notes are not needed if an appropriate standard plan is referenced.

(A2.9)

Filter cloth 3 feet in width and double thickness shall be centered on transverse joints in top slab and sidewalls with edges sealed with mastic or two sided tape. Filter cloth shall be a separation geotextile in accordance with Sec 1011. Cost of furnishing and installing filter cloth will be considered completely covered by the contract unit price for other items.

(A2.10)

Preformed fiber expansion joint material in accordance with Sec 1057 shall be securely stitched to one face of the concrete with 10 Gage copper wire or 12 Gage soft drawn galvanized steel wire.

(A2.11)

If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.

(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.

Culvert top slab surface may be finished with a vibratory screed.

Use notes A2.15 and A2.16 for all box culverts.

(A2.15)

Channel bottom shall be graded within the right of way for transition of channel bed to culvert openings. Channel banks shall be tapered to match culvert openings. (Roadway Item)

(A2.16)

If any part of the barrel is exposed, the roadway fill shall be warped to provide 12 inches minimum cover. (Roadway Item)

A3. All Structures

Neoprene Pads:

(A3.2) Does not apply to Type N PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.

Neoprene bearing pads shall be 50 60 70 durometer and shall be in accordance with Sec 716.

Fabricated Steel Connections:

(A3.3) Use for all steel structures. Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.

Field connections shall be made with 3/4" diameter ASTM F3125 Grade A325 Type 1 Type 3 bolts and 13/16" diameter holes, except as noted.

Joint Filler:

(A3.4) Use on all structures (except culverts).

All joint filler shall be in accordance with Sec 1057 for preformed sponge rubber expansion and partition joint filler, except as noted.

Reinforcing Steel:

(A3.5)

Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

(A3.5.1) Use when uncoated steel may come in contact with galvanized piles (concrete pile cap intermediate bents and pile footings).

Minimum clearance between galvanized piles and uncoated (plain) reinforcing steel including bar supports shall be 1 1/2”. Nylon, PVC, or polyethylene spacers shall be used to maintain clearance. Nylon cable ties shall be used to bind the spacers to the reinforcement.

(A3.6) Use when mechanical bar splices (MBS) are to be specified on the plans. The underlined portion shall be used when mechanical bar splice is not being paid for with pay item 706-10.70.

MBS refers to mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 or 710 except that no measurement will be made for mechanical bar splices and they will be considered completely covered by the contract unit price for other items.

Traffic Handling:

(A3.7) Use on all grade separations (new and rehabs) constructed over traffic. The note shall be as specified on the Bridge Memorandum (may not match the following) in accordance with EPG 751.1.2.6 Vertical and Horizontal Clearances.

Vertical clearance for Route           traffic during construction shall be           minimum over a           wide horizontal opening of the roadway in each direction.

(A3.8) Use for bridges and culverts.

Structure to be closed during construction. Traffic to be maintained on (1) during construction. See roadway plans for traffic control and Sheet No. __ for staged construction details.

(1)	Use “structure” with staged rehabilitation of existing structures.
	Use “existing structure” with new structures built next to existing structures.
	Use “structures” with staged replacement of existing structures.
	Use “temporary bypass” when a bypass will be constructed.
	Use “other routes” with new routes and with existing routes that are closed to traffic.

A4. Protective Coatings

A4a. Structural Steel Protective Coatings

In "General Notes:" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".

A4a1. Steel Structures- Nonweathering Steel

Coating New Steel (Notes A4a1.1 – A4a1.7)

(A4a1.1) Use the 2^nd underlined option for grade separations where System I finish field coat is only required on the fascia surfaces, See Sec 1081. “System I” may be used for water crossings and where note A4a1.3 is used.

Protective Coating: System G System I Prime Coat with System I Finish Field Coat and System G Intermediate Field Coat System I in accordance with Sec 1081.

(A4a1.2)

Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.

(A4a1.3) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.

System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.

(A4a1.4) The coating color shall be as specified on the Design Layout. When note (A4a1.3) is used, omit the 2^nd sentence.

Field Coat(s): The color of the field coat(s) shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Finish Field Coat (System G) Finish Field Coat (System I).

(A4a1.5) When note (A4a1.3) is used, omit the underlined part.

At the option of the contractor, the intermediate field coat and finish field coat may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

(A4a1.6) Use for structures with Access Doors

Structural steel access doors shall be cleaned and coated in the shop or field with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and AASHTO M 232 (ASTM A153), Class C. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.

(A4a1.7) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.

Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.

(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.

(A4a1.8.1a) Place the following note under the notes for “Structural Steel Protective Coatings”.

Alternate A Structural Steel Protective Coating:

Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.

(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:”

Alternate bids for structural steel coating shall be completed.

(A4a1.8.1c) Place following information at bottom part of “Estimated Quantities” table. (At least four (4) blank rows should be left at bottom of table to allow for additional entries in the field.)

Estimated Quantities
Item	Substr.	Superstr.	Total
Last Pay Item
Blank
ADD ALTERNATE A:
Galvanizing Structural Steel     lump sum			1
Blank
Blank
Blank
Blank

(A4a1.8.2) Place the following note instead of notes A4a1.1 – A4a1.7 on the plans when galvanized structural steel protective coating is approved by SPM.

(A4a1.8.2a)

Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.

Recoating Existing Steel (Notes A4a1.9 - A4a1.13)

(A4a1.9) Use the 2^nd underlined option for grade separations where System I finish field coat is only required on the fascia surfaces. See Sec 1081. “System I” may be used for water crossings and where note A4a1.13 is used.

Protective Coating: System G System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat System I in accordance with Sec 1081.

(A4a1.10)

Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Recoating of Structural Steel (System G, H or I). The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for Surface Preparation for Recoating Structural Steel.

(A4a1.11)

Prime Coat: The cost of the prime coat will be considered completely covered by the contract lump sum unit price per sq. foot for Field Application of Inorganic Zinc Primer.

(A4a1.12) The coating color shall be as specified on the Design Layout. When note (A4a1.13) is used, omit the 2^nd sentence.

Field Coat(s): The color of the field coat(s) shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Finish Field Coat (System G) Finish Field Coat (System I).

(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.

System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.

(A4a1.14) Use for recoating truss bridges.

The length of span that is permissible to drape is to be determined by the designer and given in the note. Typically, ¼ span length is used but greater lengths have been used in the past based on calculations. See Structural Project Manager or Structural Liaison Engineer.

For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.

Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)

(A4a1.21)

Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.

Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Overcoating of Structural Steel (Calcium Sulfonate System). The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for Surface Preparation for Overcoating Structural Steel.

(A4a1.22)

Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for Calcium Sulfonate Rust Penetrating Sealer.

(A4a1.23) Use when a prime coat is not required.

Prime Coat: Prime coat shall not be required.

(A4a1.24) Use when prime coat is noted on the Bridge Memorandum as required.

Prime Coat: The cost of the prime coat will be considered completely covered by the contract lump sum unit price per sq. foot tons for Calcium Sulfonate Primer.

(A4a1.25)

Topcoat: The color of the topcoat shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Tan (Federal Standard #23522) Green (Federal Standard #24260). The cost of the topcoat will be considered completely covered by the contract unit price per sq. foot tons for Calcium Sulfonate Topcoat.

(A4a1.26) Use when two different new coating systems are used. Show detail on plans.

Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate field coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.

(A4a1.27) Use when new coating system overlaps existing coating system. Show detail on plans.

Limits of Paint Overlap: System G shall overlap the existing coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.

A4a2. Steel Structures- Weathering Steel

Coating New Steel (Notes A4a2.1 - A4a2.3)

(A4a2.1)

Protective Coating: System H in accordance with Sec 1080.

(A4a2.2)

Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the fabricated structural steel.

(A4a2.3)

At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.

Recoating Existing Steel (A4a2.10 – A4a2.13)

(A4a2.10)

Protective Coating: System H in accordance with Sec 1080.

(A4a2.11)

Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1080 and Sec 1081 for Recoating of Structural Steel (System G, H or I). The cost of surface preparation will be considered completely covered by the contract lump sum unit price per sq. foot for Surface Preparation for Recoating Structural Steel.

(A4a2.12)

Prime Coat: The cost of the prime coat will be considered completely covered by the contract lump sum unit price per sq. foot for Field Application of Inorganic Zinc Primer.

(A4a2.13) Use same note A4.3 (repeated here for completeness) for existing steel as for new steel. The coating color shall be as specified on the Design Layout.

Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Intermediate Field Coat (System H). The cost of the finish field coat will be considered completely covered by the contract lump sum unit price per sq. foot for Finish Field Coat (System H).

A4a3. Miscellaneous

(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included.

Structural steel for the girder beam chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the girder beam chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the girder beam chairs will be considered completely covered by the contract unit price for other items.

(A4a3.2) Use when recoating existing exposed piles. (Guidance: "Aluminum" is preferred because it acts as both a barrier and corrosion protection where "Gray" only acts as a barrier. If for any reason coated pile is embedded in fresh concrete, "Aluminum" shall not be used.)

All exposed surfaces of the existing structural steel piles and sway bracing shall be recoated with one 6-mil thickness of aluminum gray epoxy-mastic primer applied over an SSPC-SP3 surface preparation in accordance with Sec 1081. The bituminous coating shall be applied one foot above and below the existing ground line and in accordance with Sec 702. These protective coatings will not be required below the normal low water line. The cost of surface preparation will be considered completely covered by the contract lump sum price for Surface Preparation for Applying Epoxy-Mastic Primer. The cost of the aluminum gray epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for Aluminum Gray Epoxy-Mastic Primer.

A4b. Concrete Protective Coatings

A4b1. Concrete Protective Coatings

In "General Notes:" section of plans, place the following notes under the heading "Concrete Protective Coatings:".

(A4b1.1) Use note with weathering steel structures.

Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.

(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy.

Protective coating for concrete bents and piers (Urethane) (Epoxy) shall be applied as shown on the bridge plans and in accordance with Sec 711.

(A4b1.3) Use note when specified on Design Layout.

Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

(A4b1.4) Use note when specified on Design Layout.

Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.

A5. Miscellaneous

In "General Notes:" section of plans, place the following notes under the heading "Miscellaneous:".

(A5.1) Use the following note on all structures that contains non-redundant Fracture Critical Members (FCM).

This structure contains non-redundant Fracture Critical Members (FCM). FCM requirements shall be in accordance with Sec 1080.

(A5.3) Use the following note on all jobs with high strength bolts.

High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106.

(A5.4) Use the following note for structures having detached wing walls at end bents.

Payment for furnishing all materials, labor and excavation necessary to construct the Lt. Rt. both detached wing walls at End Bents No.       and No.      including the Class    Excavation,     Pile, (1), Class B B-1 Concrete (Substr.) (2) and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.

(1)	List all items used for the detached wing walls.
(2)	For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.

(A5.6) [MS Cell] Use the following note on all Concrete Superstructures where Precast Panels are used.

MoDOT Construction personnel will indicate the type of joint filler option used under the precast panels for this structure:

□ Constant Joint Filler

□ Variable Joint Filler

B. Estimated Quantities Notes

B1. General

B1a. Concrete

Integral End Bents (When bridge slab quantity using note B3.1 table only)

(B1.1) (Use on steel structures only.)

All concrete above the lower construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

(B1.2) (Use on concrete structures only.)

All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

Integral End Bents, notes B1.3, B1.4, and B1.5 (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.)

(B1.3) (Use on steel structures only.)

All concrete between the upper and lower construction joints in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Steel.

(B1.4) (Use on concrete structures only.)

All concrete above the construction joint in the end bents (except detached wing walls) is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

(B1.5)

All reinforcement in the end bents (except detached wing walls) and all reinforcement in cast-in-place pile at end bents is included in the Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder Concrete NU-Girder Concrete Beam Concrete Adjacent Beam.

Intermediate Bents with Concrete Diaphragms

(B1.5.1)

All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

(B1.5.2)

All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

Non-Integral End Bents with Concrete Diaphragms

(B1.5.3)

All reinforcement in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

(B1.5.4)

All concrete in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

Semi-Deep Abutments

(B1.6)

All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutment.

End Bents with Expansion Device

(B1.7)

Concrete above the upper construction joint in backwall at End Bents No.    is included with Class B-2 Concrete (Slab on             ) Quantities.

Sidewalk

(B1.8)

All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).

Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)

End Bents

(B1.9.1)

All concrete above the construction joint in the end bents (except detached wing walls) is included with the Superstructure Quantities.

(B1.9.2)

All reinforcement in the end bents (except detached wing walls) is included with the Superstructure Quantities.

Intermediate Column Bents integral with slab

(B1.9.3)

All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.

(B1.9.4)

All reinforcement in the intermediate bent columns is included with Superstructure Quantities.

Intermediate Pile Cap Bents integral with slab

(B1.9.5)

All concrete in the intermediate bent caps is included with Superstructure Quantities.

(B1.9.6)

All reinforcement in the intermediate bent caps is included with Superstructure Quantities.

B1b. Excavation, Sway Bracing

Integral End Bents (When bridge slab quantity using note B3.1 table only)

(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).

Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.

Retaining Walls

(B1.11)

No Class 1 Excavation will be paid for above lower limits of roadway excavation.

Concrete Structures Having Sway Bracing on Load Bearing Piles

(B1.12)

The cost of furnishing and installing steel sway bracing on piles at the intermediate bents will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).

Note to Detailer:
For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.

(B1.13)

Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.

B2. Welded Wire Fabric

Structures with Welded Wire Fabric

(B2.4)

Weight of 6 x 6 - W2.1 x W2.1 welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)

WELDED WIRE FABRIC WEIGHT
STYLE	SPACE	SIZE	LBS./100 SQ, FT.
6 x 6 - W2.1 x W2.1	6"	8 ga.	30
4 x 4 - W4 x W4	4"	4 ga.	85

See CRSI Manual for other sizes.

Table should not be shown on plans

(*) Modify for type actually used. Show type on details where the fabric is shown.

"W" denotes plain wire; the number following indicates cross sectional area in hundredths of a square inch. Deformed wire is denoted by the letter "D".

B3. Estimated Quantities Tables

B3a. Bridges

(B3.1) [MS Cell]

	Estimated Quantities
	Item		Substr.	Superstr.	Total
	Class 1 Excavation	cu. yard
$\,{\big \{}$	Structural Steel Piles (     in.)	linear foot
	Class B Concrete	cu. yard
	Type D Barrier	linear foot
	Reinforcing Steel (Bridges)	pound
$\,{\Bigg \{}$

The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Categories B, C & D.

(B3.2)

Cost of L4x4 ASTM A709 Grade 36 HP pile anchors and 3/4-inch diameter ASTM F3125 Grade A325 Type 1 Plain bolts, complete in place, will be considered completely covered by the contract unit price for Galvanized Structural Steel Piles (12 in. 14 in.).

In special cases, entries are made to the quantities table by Construction personnel after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently. The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.

(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.

All reinforcement in cast-in-place pile at non-integral end bents and intermediate bents is included in the substructure quantities.

(B3.6) Use for CIP pile in continuous concrete slab bridges.

All reinforcement in cast-in-place pile at end bents and pile cap intermediate bents is included in the superstructure quantities and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities.

Place an $\,**$ next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.

(B3.7)

$\,**$ MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.

(B3.8) Place a * next to supplementary wearing surface material in the quantity box and add the following note under the estimated quantities box.

(* Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.

(B3.9) Use for jobs with restrictive timelines including weekend only work. See Structural Project Manager or Structural Liaison Engineer. Place a ** next to total surface hydro demolition in the quantity box and add the following note under the estimated quantities box.

(** The minimum allowable water usage shall be 55 gallons per minute.

B3b. Box Culverts

Estimated Quantities Table for Box Culverts

The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.

The four extra spaces at the bottom of the table are not required as specified before.

(B3.11) [MS Cell]

Estimated Quantities		Final Quantities
Class 4 Excavation	cu. yard
Class B-1 Concrete (Culverts-Bridge)*	cu. yard
Reinforcing Steel (Culverts- Bridge)*	pound

$\,*$ Note to Detailer:

If distance from stream face of exterior wall to exterior wall is $\geq$ 20' then should use (Culverts-Bridge) but if $<$ 20' should use (Culverts).

B3c. Slabs on Steel, Concrete and Semi-Deep Abutment, and Reinforced Concrete Wearing Surfaces

The following table is to be placed on the design plans under the table of estimated quantities.

Use separate tables for multiple types of slabs on a structure.

(B3.21) [MS Cell] Table of Slab Quantities

Estimated Quantities for
Item		Total
Class B-2 Concrete	cu. yard
Reinforcing Steel (Epoxy Coated)	pound

Fill in the blank above and in note below with "Slab on Steel", "Slab on Concrete I-Girder", "Slab on Concrete Bulb-Tee Girder", "Slab on Concrete NU-Girder", "Slab on Semi-Deep Abutment", "Slab on Concrete Beam", "Slab on Concrete Adjacent Beam" or "Reinforced Concrete Wearing Surface".

"Slab on Concrete Adjacent Beam" shall be used with double-tee girders and when specified on the Design Layout for solid slab beams, adjacent voided slab beams and adjacent box beams.

Concrete shall be estimated to the nearest cubic yard instead of 0.1 cubic yard due to variances and assumptions used in this estimate. Reinforcing steel shall be estimated to the nearest 10 pounds.

(B3.22)

The table of Estimated Quantities for               represents the quantities used by the State in preparing the cost estimate for concrete slabs. The area of the concrete slab will be measured to the nearest square yard longitudinally from end of slab to end of slab and transversely from out to out of bridge slab (or with the horizontal dimensions as shown on the plan of slab). Payment for prestressed panels, stay-in-place corrugated steel forms, conventional forms, all concrete and epoxy coated reinforcing steel will be considered completely covered by the contract unit price for the slab. Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.

(B3.23)

Method of forming the slabs shall be as shown on the plans and in accordance with Sec 703. All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.

(B3.24) Use note for optional forming.

Slab shall be cast-in-place with conventional forms or stay-in-place corrugated steel forms. Precast prestressed panels will not be permitted.

(B3.25) Use note when vibratory screeds are allowed for deck finishing. For guidance for allowing a vibratory screed, see EPG 751.10.1.15 Deck Concrete Finishing.

Bridge deck surface may be finished with a vibratory screed.

Stay-In-Place Corrugated Steel Forms:

(B3.30)

Corrugated steel forms, supports, closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653. Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.

(B3.31)

Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material. The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.

(B3.32)

Form sheets shall not rest directly on the top of girder beam or floorbeam flanges. Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end. Form supports shall be placed in direct contact with the flange. Welding on or drilling holes in the girder beam or floorbeam flanges will not be permitted. All steel fabrication and construction shall be in accordance with Sec 1080 and 712. Certified field welders will not be required for welding of the form supports.

(B3.33) Use “4 psf” for form spans up to 10 feet beyond which a greater dead loading for form spans may need to be considered and used.

The design of stay-in-place corrugated steel forms is per manufacturer which shall be in accordance with Sec 703 for false work and forms. Maximum actual weight of corrugated steel forms allowed shall be 4 psf assumed for girder beam loading.

(B3.34) Use this temporary note until further notice when more is learned about what contractor’s methods are proposed and approved by the engineer.

The contractor shall provide a method of preventing the direct contact of the stay-in-place forms and connection components with uncoated weathering steel members that is approved by the engineer.

Precast Prestressed Panels:

(B3.40) Use for skewed structures.

The Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder Concrete NU-Girder Concrete Beam are based on skewed precast prestressed end panels.

(B3.41) Use for concrete structures.

Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.

(B3.42)

The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on Steel Concrete I-Girder Concrete Bulb-Tee Girder Concrete NU-Girder Concrete Beam.

B3d. Asphalt Wearing Surfaces

(B3.50) [MS Cell] Place following table and note near the Estimated Quantities table on the design plans for optional asphaltic concrete wearing surface as specified on the Bridge Memorandum. The table is not required if there are no wearing surface options, instead show the wearing surface and binder type in the details.

	Optional Asphaltic Concrete Wearing Surface
	Type of Wearing Surface with Asphalt Binder Type	Mix Used (√)
$\,*$	SP125BSM Mix with PG 76-22
$\,*$	SP125BLP Mix with PG 76-22
$\,*$	SP125BSM Mix with PG 70-22
$\,*$	SP125CLP Mix with PG 70-22
	MoDOT construction personnel shall complete column labeled "Mix Used (√)".

$\,*$	Guidance for Detailing: The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Bridge Memorandum for the type of Superpave mixture required.
	See the Bridge Memorandum for the asphalt binder required.

Place next three notes under the Estimated Quantities table if B3.50 is not required, otherwise place under B3.50.

(B3.53) The first sentence is not required if B3.50 is not required.

The contractor shall select one of the optional asphaltic concrete wearing surfaces listed in the table. The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.

(B3.54)

The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured transversely from out to out of wearing surface and longitudinally from end of slab to end of slab.

(B3.56)

Payment for Optional Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.

(B3.60) [MS Cell] Place following table and notes near the Estimated Quantities table on the design plans for optional ultrathin bonded asphalt wearing surfaces as specified on the Bridge Memorandum. The table is not required if there are no wearing surface options, instead show the wearing surface type in the details.

	Optional Ultrathin Bonded Asphalt Wearing Surface
	Type of Wearing Surface	Mix Used (√)
	Type A
	Type B
	Type C

MoDOT construction personnel shall complete column labeled "Mix Used (√)".

The contractor shall select one of the optional ultrathin bonded asphalt wearing surfaces listed in the table.

C. Reinforcing Steel Notes

C1. Bill of Reinforcing Steel

Place the following notes below or near the "Bill of Reinforcing Steel" when appropriate.

(C1.1) Same marks used for unlike bars on different units.

Bars in the above units are to be billed and tagged separately.

(C1.2) Incomplete bill (Or bill for different units placed on different sheets).

See Sheet No.       for bill of reinforcing steel for         .

BENDING BY CRSI STANDARDS

(C1.3)

All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.

(C1.4)

Hooks and bends shall be in accordance with the procedures as shown on this sheet.

(C1.5)

Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)

(C1.6)

Payweights are based on actual lengths.

(C1.7)

Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.

(C1.8)

E = Epoxy coated reinforcement.

(C1.9)

S = Stirrup.

(C1.10)

X = Bar is included in substructure quantities.

(C1.11)

Actual lengths are measured along centerline bar to the nearest inch.

(C1.12)

V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.

(C1.13)

No. ea. = Number of bars of each length.

(C1.14)

Four angle or channel spacers are required for each column spiral. Spacers are to be placed on inside of spirals. Length and weight of column spirals do not include splices or spacers.

(C1.15)

Reinforcing steel (Grade 60) fy = 60,000 psi.

EPOXY COATED REINFORCING STEEL

Note to Detailer:
For epoxy coated reinforcement requirements, see EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements.

C2. Prestressed Girders, Beams & Panels

C2a. Notes for Girders, Beams and Panels

Place the C2a notes below or near the table "Bill of Reinforcing Steel - Each Girder Beam" or under the heading "Reinforcing Steel" when appropriate.

(C2a.1) Use underline portion when bending diagrams are detailed as such.

All dimensions are out to out. Use symmetry for dimensions not shown.

(C2a.2)

Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.

(C2a.3) Add bar for NU-girders. Note is no longer used for P/C P/S panels.

Actual bar lengths are measured along centerline of bar to the nearest inch.

C2b. Additional Notes for Prestressed Girders and Beams

Place the C2b notes below the C2a notes.

(C2b.1) Use for all girders and beams except double-tee girders. Underline part only required for WWR reinforced NU-girders, box beams and voided slab beams.

Minimum clearance to reinforcing shall be 1" unless otherwise shown.

(C2b.2) Use only for double-tee girders. Add and U2 bar for skewed structures only.

Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 and U2 bar.

(C2b.10) Add bar for NU-girders and Double T.

All bar reinforcement shall be Grade 60.

(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders.

The two D1 bars may be furnished as one bar at the fabricator's option.

(C2b.30) Use for all girders except WWR reinforced NU-girders and double-tee girders. Add and C1 for bulb-tee girders only. Most likely will need to add more bars if girder steps exist.

All B1 and C1 bars shall be epoxy coated.

(C2b.31) Use only for WWR reinforced NU-girders

WWR shall not be epoxy coated.

(C2b.32) Use only for double-tee girders.

All S and U reinforcing bars shall be epoxy coated.

(C2b.33) Use only for spread and adjacent beams.

All S2 bars shall be epoxy coated.

C2c. Additional Notes for Prestressed Panels

Place the C2c notes below the C2a notes.

(C2c.1)

Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

(C2c.2)

If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.

(C2c.3)

Deformed welded wire reinforcement (WWR) providing a minimum area of reinforcing perpendicular to strands of 0.22 sq in./ft, with spacing parallel to strands sufficient to ensure proper handling, may be used in lieu of the #3-P2 bars shown. Wire diameter shall not be larger than 0.375 inch. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.

(C2c.4)

The following reinforcing steel shall be tied securely to the strands with the following maximum spacing in each direction:

#3-P2 bars at 16 inches. 

WWR at 24 inches.

(C2c.5)

The #3-U1 bars shall be tied securely to #3-P2 bars, to WWR or to strands (when placed between P1 bars) at about 3-foot centers.

(C2c.6)

Minimum reinforcement steel length shall be 2'-0".

D. Temporary Bridge (Notes for Bridge Standard Drawings)

D1. General

Place the following notes on the front sheet.

(D1.1) Place in General Notes on the front sheet under the heading “Timber:”.

All timber shall be standard rough sawn. At the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.

(D1.2) Use for bolts and studs:

(D1.2a) All bolts shall be ASTM F3125 Grade A325 Type 3, except as noted.

(D1.2b) All ASTM A307 bolts and their accompanying hex nuts and washers and all ASTM A449 Type 1 studs and their accompanying heavy hex nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

(D1.3) Place in General Notes on the front sheet under the heading “Miscellaneous:”.

The superstructure only and cap beam units will be provided by the State and shall be transported from          Maintenance Lot. The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No.          is open to traffic.

(D1.4) Place in General Notes on the front sheet under the heading “Structural Steel:”.

All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing. Structural tubing coating shall be in accordance with Sec 718.

(D1.5) Place in General Notes on the front sheet under the heading “Substructure:”.

All substructure items specified in Sec 718.3.1 except for the pile point reinforcement and sway bracing will be considered completely covered by the contract unit price for Structural Steel Piles (14 in.).

(D1.11) Place with shim plate details on the bent sheet.

Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents. Shim plates may vary in thickness from 1/16 inch to thickness required.

(D1.21) Place near half section of bridge flooring on the superstructure sheet.

Steel bridge flooring shall be Foster 5-Inch RB 8.2M open steel bridge flooring or equivalent. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.

(D1.22)

Note: Field connections shall be made with 7/8"ø ASTM F3125 Grade A325 Type 3 bolts and 1 1/16"ø holes, except as noted.

(D1.23) Place near details of U-bolts lifting device on the superstructure sheet.

U-bolts lifting device shall be on the inside top flange at both ends of each exterior beam of each unit. U-bolts shall be removed during the time the bridge is open to traffic. Position of the U-bolts may be shifted slightly to miss the bars in the flooring.

E. General Elevation and Plan Notes

E1. Excavation and Fill

(E1.1) Use when specified on the Design Layout.

Existing roadway fill under the ends of the bridge shall be removed as shown. Removal of existing roadway fill will be considered completely covered by the contract unit price for roadway excavation.

(E1.4) Use for fill at pile cap end bents. Use approach for semi-deep abutments.

Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete approach beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.

E2. Foundation Data Table

The following table is to be placed on the design plans and filled out as indicated.

(E2.1) [MS Cell] (E2.1) (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.)

Foundation Data1
Type	Design Data		Bent Number
			1 (Detached Wing Walls Only)	1 (Except Detached Wing Walls)	2	3	4
Load Bearing Pile	CECIP/OECIP/HP Pile Type and Size		CECIP 14"	CECIP 14"	CECIP 16"	OECIP 24"	HP 12x53
	Number		6	8	15	12	6
	Approximate Length Per Each		50	50	60	40	53
	Pile Point Reinforcement		All	All	-	All	All
	Min. Galvanized Penetration (Elev.)		303	2954	273	Full Length	300
	Est. Max. Scour Depth 1002 (Elev.)		-	-	285	-	-
	Minimum Tip Penetration (Elev.)		285	303	270	-	-
	Criteria for Min. Tip Penetration		Min. Embed.	Min. Embed.	Scour	-	-
	Pile Driving Verification Method		DT	DT	DT	DT	DF
	Resistance Factor		0.65	0.65	0.65	0.65	0.4
	Design Bearing3 Minimum Nominal Axial Compressive Resistance		175	200	300	600	250
Spread Footing	Foundation Material		-	-	Weak Rock	Rock	-
	Design Bearing Minimum Nominal Bearing Resistance		-	-	10.2	22.6	-
Rock Socket	Number		-	-	2	3	-
		Foundation Material	-	-	Rock	Rock	-
		Elevation Range	-	-	410-403	410-398	-
		Design Side Friction Minimum Nominal Axial Compressive Resistance (Side Resistance)	-	-	20.0	20.0	-
		Foundation Material	-	-	Weak Rock	-	-
		Elevation Range	-	-	403-385	-	-
		Design Side Friction Minimum Nominal Axial Compressive Resistance (Side Resistance)	-	-	9.0	-	-
	Design End Bearing Minimum Nominal Axial Compressive Resistance (Tip Resistance)		-	-	12	216	-
1 Show only required CECIP/OECIP/HP pile data for specific project.
2 Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
3 For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:   1. Design bearing value for AASHTO group loads I thru VI.   2. Design bearing for seismic loads / 2.0
4 It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).

Additional notes: On the plans, report the following definition(s) just below the foundation data table for the specific method(s) used: DT = Dynamic Testing DF = FHWA-modified Gates Dynamic Pile Formula WEAP = Wave Equation Analysis of Piles SLT = Static Load Test On the plans, report the following definition(s) just below the foundation data table for CIP Pile: CECIP = Closed Ended Cast-In-Place concrete pile OECIP = Open Ended Cast-In-Place concrete pile On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used: Rock Socket (Drilled Shafts): Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors Spread Footings: Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor Load Bearing Pile: Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor

Guidance for Using the Foundation Data Table:
	Pile Driving Verification Method	DF = FHWA-Modified Gates Dynamic Pile Formula
		DT = Dynamic Testing
		WEAP = Wave Equation Analysis of Piles
		SLT = Static Load Test
	Criteria for Minimum Tip Penetration	Scour
		Tension or uplift resistance
		Lateral stability
		Penetration anticipated soft geotechnical layers
		Minimize post construction settlement
		Minimum embedment into natural ground
		Other Reason
	Elevation reporting accuracy: Report to nearest foot for min. tip penetration, pile cleanout penetration, max. galvanized depth and est. max. scour depth. (Any more accuracy is acceptable but not warranted.)
	For LFD Design
	Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
	For LRFD Design
	Use "Minimum Nominal Axial Compressive Resistance" for load bearing pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance)" for rock socket (drilled shaft).

Shallow Footings

(E2.10) (Use when shallow footings are specified on the Design Layout.)

In no case shall footings of Bents No.       and       be placed higher than elevations shown       and       , respectively.

Driven Piles

(E2.20) (Use when prebore is required and the natural ground line is not erratic.)

Prebore for piles at Bent(s) No.       and       to elevation(s)       and       , respectively.

(E2.21) (Use when prebore is required and the natural ground line is erratic.)

Prebore to natural ground line.

(E2.22) (Use when estimated maximum scour depth (elevation) for CIP piles is required.)

Estimated Maximum Scour Depth (Elevation) shown is for verifying Minimum Nominal Axial Compressive Resistance Design Bearing using dynamic testing only where pile resistance contribution above this elevation shall not be considered.

(E2.23) (Use when static test piles are required.) The number of piles in table should not include probe piles. If probe piles are specified, place an * beside the number of piles at the bents indicated.

 *One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No.       and       .

(E2.24)

All piles shall be galvanized down to the minimum galvanized penetration (elevation).

(E2.25) (Use for all HP pile and when pile point reinforcement is required for CIP pile.)

Pile point reinforcement need not be galvanized. Shop drawings will not be required for pile point reinforcement.

(E2.26) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. See guidance on [MS Cell] (E2.1) for specific pile driving verification method. Example: Considered only for widenings, repairs and rehabilitations.)

All piling shall be driven to a minimum nominal axial compressive resistance equal to 3.5 2.75 2.25 2.00 times the Design Bearing as shown on the plans.

(E2.27) Use for galvanized piles.

The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles. Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.

E3. Miscellaneous

(E3.1) Horizontal curves (Bridges not of box culvert type)

All bents are parallel.

Boring Data

(E3.2) [MS Cell] (Place on Front Sheet of the plans when boring data is provided for bridges, retaining walls, MSE walls and any other structure.)

Indicates location of borings.
Notice and Disclaimer Regarding Boring Log Data
The locations of all subsurface borings for this structure are shown on the plan sheet(s) for this structure. The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, are shown on Sheet(s) No.___ and may be included in the Electronic Bridge Deliverables. They will also be available from the Project Contact upon written request. No greater significance or weight should be given to the boring data depicted on the plan sheets than is given to the subsurface data available from the district or elsewhere.
 
The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.

(E3.4) (Place on the Boring Data Sheet)

For location of borings see Sheet(s) No.   .

Final clearance - Bridges over Railroads

(E3.5) In the general elevation detail, the vertical clearance dimension callout shall be the following asterisked note placed near the detail.

$\,*$ Final vertical clearance from top of rails to bottom of superstructure shall be   (1)   minimum. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.

(1) Required clearance specified on the Bridge Memorandum.

Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)

(E3.6)

Seal course is designed for a water elevation of           .

(E3.7)

If the seal course is omitted, by the approval of the engineer, bottom of footing shall be placed at the elevation shown on the plans.

Bar placement in slabs (Notes E3.8 – E3.9)

Guidance Notes 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.

(E3.8) Use note with detail drawing indicating which bars are to be shifted.

Contractor may shift or swap bars as needed to tie R4 bar in barrier (4” min. bar spacing).

(E3.9) Use note with detail drawing to indicate top edge longitudinal slab bar only.

Contractor may shift bar as needed to tie R3 bar in barrier.

G. Substructure Notes

G1. Concrete Bents

Expansion Device at End Bents (G1.1 and G1.1.1)

(G1.1)

Top of backwall for end Bents No.       shall be formed to the crown and grade of the roadway. Backwall above upper construction joints shall not be poured until the superstructure slab has been poured in the adjacent span.

(G1.1.1)

All concrete above the upper construction joint in backwall shall be Class B-2.

Abutments with Flared Wings

(G1.2)

Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.

Stub Bents (G1.3 and G1.4)

(G1.3)

Barrier, parapets and end post shall not be poured until the slab has been poured in the adjacent span.

(G1.4) Use when embedded in rock or on a footing.

Rock shall be excavated to provide at least 6" of earth under the beam and wings.

End Bents with Turned-Back Wings (G1.5 and G1.6)

(G1.5) Use for Non-Integral End Bents only.

Field bending shall be required when necessary at the wings for #   -H    bars in the backwalls for skewed structures and for #   -F    bars in the wings for the slope of the wing.

(G1.6) Add to sheet showing the typical section thru wing detail.

For reinforcement of the barrier, see Sheet No.     (1).

(1) Use sheet number of the details of the barrier at end bents.

Integral End Bents (G1.7 thru G1.10)

(G1.7) Place with part plan of end bent, second F bar required for skewed bents.

The #6-F___ and #6-F   bars shall be bent in the field to clear beams girders.

(G1.7.1) Use for skewed bents. Place with plan of beam showing reinforcement and part plan of end bent, V bars not required with part plan of end bent.

The U bars and pairs of V bars shall be placed parallel to centerline of roadway.

(G1.8) Place with part plan of end bent.

All concrete in the end bent above top of beam and below top of slab shall be Class B-2.

P/S Structures (G1.9 and G1.9.1). place with part plan of end bent.

(G1.9)

Strands at end of the girders beams shall be field bent or, if necessary, cut in field to maintain 1 1/2-inch minimum clearance to fill face of end bent.

(G1.9.1) Use appropriate girder sheet number. Use underlined part for Bulb-Tee girders and NU-girders.

For location of coil tie rods, #6-H_ (thru gdr. web) and #5-H__(strand tie bar), see Sheet No.___.

(G1.10) Use for steel structures without steel diaphragms at end bents.

Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.

Semi-Deep Abutments (G1.11 thru G1.13) Place near the ground line and piling in abutment detail. This detail and notes can be placed with abutment details or near the foundation table.

(G1.11)

Earth within abutment shall not be above the ground line shown . Forms supporting the abutment slab may be left in place.

(G1.12)

The maximum variation of the head of the pile and the battered face of the pile from the position shown shall be no more than 2 inches.

(G1.13)

Exposed steel piles steel pile shells within the abutment shall be coated with a heavy coating of an approved bituminous paint.

All Substructure Sheets with Anchor Bolts

(G1.15A)

Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".

(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc.

Holes for anchor bolts may be drilled into the substructure.

Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details.

(G1.16)

Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for (a).

Condition (a) Structures without steel beam or girder pay item Fabricated Structural Carbon Steel (Misc.) Structures with steel beam or girder pay item Use beam or girder pay item

When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box

(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material.

Steel for chairs shall be ASTM A709 Grade 36.

(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs using the same pay item for (a) as used in Note G1.16.

The weight of   pounds of chairs is included in the weight of (a).

(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details.

Reinforcing steel shall be shifted to clear chairs. For details of chairs, see Sheet No.   .

Pile Cap Bents.

(G1.20) Place with plan showing reinforcement.

Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2 inches.

Vertical Drains at End Bents.

(G1.25) Place with part plan of end bent.

For details of vertical drain at end bent, see Sheet No.___.

Bridge Approach Slab.

(G1.30) Place with part plan of end bent.

For details of bridge approach slab, see Sheet No.___.

Miscellaneous (G1.41 thru G1.43)

(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more. Place with plan of beam.

For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.

(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.

At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.

(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D.

The hooks of vertical bars embedded in the beam cap shall not be turned outward, away from the column core.

(G1.42) Place the following note on plans when using Optional Section for Column-Web beam joints.

At the contractor's option, the details shown in optional Section __-__ may be used for column-web beam or tie beam at intermediate Bent No.   . No additional payment will be made for this substitution.

(G1.43) Place the following note on plans when you have adjoining twin bridges.

Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.

G1.44 Use with column closed circular stirrup/tie bar detail.

Minimum lap ____ (Stagger adjacent bar splices)

G2. Deadman Anchors

($\,*$) Size of rod.

(G2.1)

Construction sequence:

(G2.2)

Construct end bent with anchor tees in place.

(G2.3)

Construct deadman with anchor tees in place.

(G2.4)

Machine compact fill up to elevation of (*)"ø rod and turnbuckle.

(G2.5)

Install (*)"ø rod, clevis and turnbuckle assembly.

(G2.6)

Tighten turnbuckle until snug.

(G2.7)

Hand compact fill for 12" (min.) over (*)"ø rod and turnbuckle.

(G2.8)

Machine compact remaining fill.

(G2.9)

All anchor tees, rods, clevises, turnbuckles, etc. shall be fabricated from ASTM A709 Grade 36, ASTM A668 Class F or equivalent steel and galvanized in accordance with Sec 1081. Shop drawings will not be required. All concrete shall be Class B. All reinforcing steel shall be Grade 60.

(G2.10)

All metal members of the anchorage system not embedded in concrete shall be cleaned and receive a heavy coating of an approved bituminous paint.

(G2.11)

Fine aggregate shall be in accordance with Sec 1005 and shall be placed below and above the rod and turnbuckles.

(G2.12)

Payment for all materials, excavation, backfill and any other incidental work necessary to complete the Deadman Anchorage Assembly will be considered completely covered by the contract unit price per each.

(G2.13)

Note: Reinforcing steel lengths are based on nominal lengths, out to out.

G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)

(G3.0)

All drain pipe shall be sloped 1 to 2 percent.

(G3.1)

Drain pipe may be either 6-inch diameter corrugated metallic-coated steel pipe underdrain, 4-inch diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4-inch diameter corrugated polyethylene (PE) drain pipe.

(G3.2)

Drain pipe shall be placed at fill face of end bent and inside face of wings. The pipe shall slope to lowest grade of ground line, also missing the lower beam of end bent by a minimum of 1 1/2 inches.

(G3.3)

Perforated pipe shall be placed at fill face side and inside face of wings at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.

G4. Substructure Quantity Table

(G4.1) [MS Cell] Place substructure quantity table on right side of substructure bent sheet.

Estimated Quantities
Item		Quantity
Class 1 Excavation	cu. yard
Structural Steel Piles (     in.)	linear foot
Class B Concrete	cu. yard
Reinforcing Steel (Bridges)	pound
Items shown are for example only, use actual items and quantities for each bent.

(G4.2)

These quantities are included in the estimated quantities table on Sheet No.   .

Drilled Shafts

(G4.3)

All reinforcement in drilled shafts and rock sockets is included in the substructure quantities.

G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)

G5a Closed Ended Cast-in Place (CECIP) Concrete Pile

(G5a1)

Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).

(G5a2)

Concrete for cast-in-place pile shall be Class B-1.

(G5a3)

Steel for closure plate shall be ASTM A709 Grade 50.

(G5a4)

Steel for cruciform pile point reinforcement shall be ASTM A709 Grade 50.

(G5a5)

Steel casting for conical pile point reinforcement shall be ASTM A27 Grade 65-35 ASTM A148 Grade 90-60.

(G5a6)

The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.

(G5a7)

Closure plate shall not project beyond the outside diameter of the pipe pile. Satisfactory weldments may be made by beveling tip end of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe. Payment for furnishing and installing closure plate will be considered completely covered by the contract unit price for Galvanized Cast-In-Place Concrete Piles.

(G5a8)

Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.

(G5a9a) Use the following note for seismic category A

At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.

(G5a9b) Use the following note for seismic category B, C or D

The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.

(G5a10)

The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.

(G5a11)

Closure plate need not be galvanized.

(G5a12)

Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.

(G5a13)

All reinforcement for cast-in-place pile is included in the estimated quantities for bents.

(G5a14)

The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified. No additional payment will be made for furnishing a thicker pile wall than specified on the plans.

G5b Open Ended Cast-in Place (OECIP) Concrete Pile

(G5b1)

Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).

(G5b2)

Open ended pile shall be augered out to the minimum pile cleanout penetration elevation and filled with Class B-1 concrete.

(G5b3)

Concrete for cast-in-place pile shall be Class B-1.

(G5b4)

Steel casting for open ended cutting shoe pile point reinforcement shall be ASTM A27 Grade 65-35 ASTM A148 Grade 90-60.

(G5b5)

The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.

(G5b6)

Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.

(G5b7a) Use the following note for seismic category A

At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.

(G5b7b) Use the following note for seismic category B, C or D

The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.

(G5b8)

The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.

(G5b9)

Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.

(G5b10)

All reinforcement for cast-in-place pile is included in the estimated quantities for bents.

(G5b11)

The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified. No additional payment will be made for furnishing a thicker pile wall than specified on the plans.

G6. As-Built Pile and Drilled Shaft Data

(G6.1) Include A, B and C with all pile types. Include D and E along with bracketed guidance when piles are being dynamic tested.

Indicate in remarks column:

A. Pile type and grade

B. Batter

C. Driven to practical refusal

D. PDA test pile

E. Minimum tip elevation controlled

(Use when actual blow count is less than PDA blow count due to minimum tip elevation requirement. A plus sign (+) shall be placed after the PDA nominal axial compressive resistance value indicating actual value is higher than PDA value.)

(G6.2) Use this note when only drilled shafts are shown on the sheet.

Indicate remarks in the remarks column.

(G6.3)

This sheet to be completed by MoDOT construction personnel.

G7. Steel HP Pile

(G7.1) [MS Cell] Use with Pile Splice Detail - Galvanized.

Galvanizing material shall be omitted or removed one inch clear of weld locations in accordance with Sec 702.

(G7.2) [MS Cell] Use with Pile Seismic Anchor Detail – Galvanized.

Galvanizing angles, bolts, washers and nuts will not be required.

(G7.3) Use on all plans where HP piles are anticipated to be driven to refusal on rock at any depth.

HP piles are anticipated to be driven to refusal on rock. Review all borings for depth of rock and restrict driving as appropriate to comply with hard rock driving criteria in accordance with Sec 702.

G8. Drilled Shaft

(G8.1) Include underlined portion when a minimum thickness is required and shown on the plans as minimum.

Thickness of permanent steel casing shall be as shown on the plans and in accordance with Sec 701.

(G8.2) Note may not be required with drilled shafts for high mast tower lighting.

An additional 4 feet has been added to V-bar lengths and additional __-#_-P___ bars have been added in the quantities, if required, for possible change in drilled shaft or rock socket length. The additional V-bar length shall be cut off or included in the reinforcement lap if not required. The additional P bars shall be spaced similarly to that shown in elevation, if required, or to a lesser spacing if not required, but not less than 6-inch centers.

(G8.3) Note not required with drilled shafts for high mast tower lighting.

Sonic logging testing shall be performed on all drilled shafts and rock sockets.

(G8.4) Note to be used only with Drilled Shafts for High Mast Tower Lighting.

Drilling slurry, if used, shall require desanding.

(G8.5) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.

The following non-factored base reactions were used to design the drilled shafts for the       ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.

 *Values used in the design of the drilled shaft.

(G8.6) Use the following note only when the tops of drilled shafts are ≤ 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.

The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.

(G8.7)

The tip of casing shall not extend into the rock socket elevation range reported in the Foundation Data table without approval by the engineer.

H. Superstructure Notes

H1. Steel

Plate Girders - (Shop welding)

(H1.1) To be used only with the permission of the Structural Project Manager.

By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required. All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on Design Plans.

Welded Shop Splices

(H1.1.1) Place near Welded Shop Splice Details.

Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer. No additional payment will be made for optional welded shop web and flange splices.

(H1.2) Use for the welded connection of intermediate web stiffener to compression flange. Use for the welded connection of intermediate diaphragm connection plate to compression flange when bolted connection detail is used for tension flange.

(3) Weld to compression flange as located on Elevation of Girder.

(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges. Caution: Using this note means that these structural steels are already on the system. Any new construction using these structural steels requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.

Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.

Plate Girders with Camber

(H1.4) Place near the elevation of girder.

Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No.   .

Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).

(H1.5)

Camber includes allowance for vertical curve, superelevation transition, and for dead load deflection due to concrete slab, barrier, asphalt, concrete wearing surface and structural steel.

(H1.6)

  % of dead load deflection is due to the weight of structural steel.

(H1.6.1)

Dead load deflection includes weight of structural steel, concrete slab, and barrier.

(H1.7)

* Dimension (bottom of slab to top of web) may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel. No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.

Note: Increase the haunch by 1/2"± more than what is required to make one size shear connector work for both the CIP and the SIP options.

Bolted Field Splices for Plate Girders and Wide Flange Beams use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.

Place the following notes near detail of bolted field splice:

(H1.8) Include underline portion for Class C or D faying surfaces. Class B is standard and included in Spec Book 1081.10.3.10.1.

Contact surfaces shall be in accordance with Sec 1081 for surface preparation. The surface condition factor shall be for Class C D with coefficient of 0.30. 0.45.

Guidance: MoDOT typically uses Class B.
Class A Surface:	Unpainted clean mill scale, and blast-cleaned surfaces with Class A coatings. Surface condition factor = 0.30 (Not used by MoDOT)
Class B Surface:	Unpainted blast-cleaned surfaces to SSPC-SP 6 or better, and blast-cleaned surfaces with Class B coatings (inorganic zinc primer), or unsealed pure zinc or 85/15 zinc/aluminum thermal-sprayed coatings with a thickness less than or equal to 16 mils. Surface condition factor = 0.50
Class C Surface:	Hot-dip galvanized surfaces. Surface condition factor = 0.30
Class D Surface:	Blast-cleaned surfaces with Class D coatings (organic zinc-rich primer). Surface condition factor = 0.45

(H1.8.1)

Bolts shall be 7/8” Ø ASTM F3125 Grade A325 Type 1 Type 3 in 15/16” Ø holes.

Structures without Longitudinal Section

(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.

Haunch slab to bear.

Top of End Bent Backwall (Without expansion device)

(H1.10)

Two layers of 30-lb roofing felt.

Section thru Spans

(H1.11) Place on the slab sheet when applicable.

For details of barrier parapet median bridge rail not shown, see Sheet No.   .

Web Stiffeners

(H1.12)

Whenever longitudinal stiffeners interfere with bolting the diaphragms cross frames in place, clip stiffeners.

(H1.13)

Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.

(H1.14)

Transverse web stiffeners shall be located as shown in the plan of structural steel.

(H1.15)

Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.

Wide Flange Beams - (Shop Welding)

(H1.16) To be used only with permission of the Structural Project Manager.

By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices. All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.

Shear Connectors

(H1.17) Use only when "Fabricated Structural …Steel… " is included as a pay item.

Weight of     pounds of shear connectors is included in the weight of Fabricated Structural     Steel.

(H1.18)

Shear connectors shall be in accordance with Sec 712, 1037 and 1080.

Notch Toughness for Wide Flange Beams (Do not use the following notes if member is labeled as fracture critical.)

(Place an ∗ with all the beam sizes indicated on the "Plan of Structural Steel".)

(Place the following note near the "Plan of Structural Steel".)

(H1.19)

∗ Notch toughness is required for all wide flange beams.

(Place an ∗ with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)

(H1.20)

∗ Notch toughness is required for all welded flange plates pin plates hanger bars.

Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)

(Place the following note on the sheet with the Elevation of Girder.)

(See Plate Girder Example for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)

(H1.21)

∗ ∗ ∗ Indicates flange plates subject to notch toughness requirements.

All web plates shall be subject to notch toughness requirements.

(H1.21.1)

The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.

(Place ∗ ∗ ∗ near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)

(H1.22)

∗ ∗ ∗ Indicates flange splice plates pin plates hanger bars subject to notch toughness requirements.

(H1.23) Structural Steel for Wide Flange Beams and Plate Girder Structures

(H1.23a)

Fabricated structural steel shall be ASTM A709 Grade 36 50, except as noted.

(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM). Label FCM members in the details, and place the following note nearby. Notes H1.19 through H1.22 are not required when the member is labeled as fracture critical.

FCM indicates Fracture Critical Member, see Sec 1080.

Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)

Plan of Structural Steel and Elevation of Beams or Girders

(H1.24)

Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.

Oversized Holes for Intermediate Diaphragms

Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.

(H1.26)

At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt. A hardened washer shall be used under the bolt head and nut when this option is used. Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.

Slab drain attachment holes

Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.

(H1.27)

For location of slab drain attachment holes, see slab drain details sheet.

Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)

Plan of Structural Steel

Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.

(H1.28)

Longitudinal dimensions are horizontal from centerline bearing to centerline bearing. See Part-Longitudinal Sections on Sheet No.   .

Elevation of Constant Depth or Variable Depth Beams or Girders

(H1.29)

Longitudinal dimensions are horizontal from centerline bearing to centerline bearing. See Part-Longitudinal Sections on Sheet No.   .

Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)

Plan of Structural Steel

(H1.31)

Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.

Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)

Elevation of Beams or Girders

(H1.32)

Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.

Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)

Plan of Structural Steel

(H1.36)

Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing. See Part-Longitudinal Sections on Sheet No.   .

Elevation of Constant Depth or Variable Depth Beams or Girders

(H1.37)

Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing. See Part-Longitudinal Sections on Sheet No.   .

Structures on Vertical Curve

(H1.39)

Elevations shown are at top of web before dead load deflection.

6 x 6 x 3/8 Angle Connection to Top Flange

(H1.40) Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.

Bolts shall be ¾” ø ASTM F3125 Grade A325 Type 1 Type 3 that connect the 6 x 6 x 3/8 angle to the top flange and placed so the nut is on the inside of flange toward the web.

6 x 6 x 3/8 Angle Connection to Top Flange for Structures on Vertical Curve

(H1.40.1)

The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.

(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects.

Bolts for intermediate diaphragms and cross frames that connect girders beams under different construction staged slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.

(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.

Existing bolts rivets on intermediate diaphragms and cross frames that connect girders beams under different construction staged slab pours shall be removed and replaced with new in kind high strength bolts installed snug tight and in accordance with Sec 712. The high strength bolts shall be tightened after both adjacent slab pours are completed. Cost will be considered incidental to other pay items.

(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms.

(*) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.

Deflection and Haunching: (Use for wide flange deck replacements.)

(H1.51)

Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.

(H1.53) Drip angles (Notes for Bridge Standard Drawings)

(H1.53a) Drip angles shall be caulked with dark brown caulking against flange, web and fillet welds.

(H1.53b) Drip angles shall be same grade as bottom flange.

(H1.53c) Use ½” diameter ASTM F3125 Grade A325 Type 3 for bolted connection.

H2. Concrete

H2a. Continuous Slab

(H2a.1) Use for voided slabs

Tubes for producing voids shall have an outside diameter of and shall be anchored at not more than centers. Fiber tubes shall have a wall thickness of not less than .

(*) See the following table for , , & .

(Do not show this table on plans)

Voids
7"	7.0"	4'-0"	0.200"
8"	8.0"	4'-0"	0.200"
9"	9.0"	4'-0"	0.200"
10"	10.0"	4'-0"	0.225"
11"	11.0"	4'-0"	0.225"
12"	12.0"	4'-0"	0.225"
14"	14.0"	4'-0"	0.250"
15 3/4"	15.7"	3'-0"	0.300"
16 3/4"	16.7"	3'-0"	0.300"
18 3/4"	18.7"	2'-6"	0.300"
20 7/8"	20.85"	2'-0"	0.350"
21 7/8"	21.85"	21"	0.350"
22 7/8"	22.85"	18"	0.375"
24 7/8"	24.85"	18"	0.375"

H2b. Prestressed Panels (Notes for Bridge Standard Drawings)

H2b1. Notes for both Concrete and Steel Spans

(H2b1.1)

Concrete for prestressed panels shall be Class A-1 with f'_c = 6,000 psi, f'_ci = 4,000 psi.

(H2b1.2)

The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.

(H2b1.3)

Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.

(H2b1.4)

Initial prestressing force = 17.2 kips/strand.

(H2b1.5)

The method and sequence of releasing the strands shall be shown on the shop drawings.

(H2b1.6)

Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer. Panel lengths shall be determined by the contractor and shown on the shop drawings.

(H2b1.7)

When squared end panels are used at skewed bents, the skewed portion shall be cast full depth. No separate payment will be made for additional concrete and reinforcing required.

(H2b1.8) References the P3 bars shown in the Plans of Panels.

Use #3-P3 bars if panel is skewed 45° or greater.

(H2b1.9)

All reinforcement other than prestressing strands shall be epoxy coated.

(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement.

End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.

(H2b1.11) References the S-bars shown in the Plan of Panels Placement.

S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.

(H2b1.12)

Cost of S-bars will be considered completely covered by the contract unit price for the slab.

(H2b1.13)

S-bars are not listed in the bill of reinforcing.

(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes.

Joint filler shall be glued to the girder beam. When thickness exceeds 1 1/2 inches, the joint filler shall be glued top and bottom. The glue used shall be the type recommended by the joint filler manufacturer.

(H2b1.15)

Precast panels may be in contact with stirrup reinforcing in diaphragms.

(H2b1.16) References the transverse S-bars extension into integral end bents shown in the Plan of Panels Placement.

Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.

(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels.

Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands. Strands 2'-0" or shorter may then be debonded at the fabricator's option.

(H2b1.18)

Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.

(H2b1.19) Place under the Bending Diagram for U1 Bar.

U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.

(H2b1.20) Place as last note under Joint Filler heading in the General Notes.

Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.

(H2b1.21)

Prestressed panels shall be brought to saturated surface-dry (SSD) condition just prior to the deck pour. There shall be no free standing water on the panels or in the area to be cast.

(H2b1.22)

The prestressed panel quantities are not included in the table of estimated quantities for the slab.

(H2b1.23) References the transverse S-bars extension beyond the edge of girder or beam shown in the Plan of Panels Placement.

Extend S-bars 9 inches beyond edge of girder beam (Typ.).

(H2b1.24) References the panel overhang shown in Section A-A.

Contractor shall ensure proper consolidation under and between panels.

(H2b1.25) Place as first note under Joint Filler heading in the General Notes.

Joint filler shall be preformed fiber expansion joint material in accordance with Sec 1057 or expanded or extruded polystyrene bedding material in accordance with Sec 1073.

(H2b1.26) References the #3-P1 bars in the squared and truncated end panels only shown in the Plans of Squared Panel and Optional Truncated End Panel.

For end panels only, P1 bars shall be 2’-0” in length and embedded 12”. P1 bars will not be required for panels at squared integral end bents.

(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel.

#3-P2 bars near edge of panel at bottom (under strands).

(H2b1.28) References the bottom transverse slab bars shown in the section near the expansion gap. Not required if there is not an expansion gap on the bridge.

S-bars shown are used with skewed end panels, or squared end panels of squared structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.

(H2b1.29) References #3-P1 bars required at expansion gaps shown in the Plan of Optional Skewed End Panel. Not required if there is not an expansion gap on the bridge.

P1 bars not required for integral bents.

(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.

For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.

H2b2. Additional Notes for Panels on Concrete Spans

(H2b2.1) Place as third note under Joint Filler heading in the General Notes.

Thicker material may be used on one or both sides of the girder beam to reduce cast-in-place concrete thickness to within tolerances.

(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes.

The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.

(H2b2.7) References the top flange thickness shown in Section A-A.

At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder beam top flange thickness. Dimensions shall be shown on the shop drawings.

(H2b2.8) References the slab thickness above the panel shown in Section A-A.

Slab thickness over prestressed panels varies due to girder beam camber. In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for necessary grade adjustment.

(H2b2.10) Place as second note under Joint Filler heading in the General Notes.

Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.

H2b3. Additional Notes for Panels on Steel Spans

(H2b3.1) Place as third note under Joint Filler heading in the General Notes.

Thicker material shall be used on one or both sides of the girder beam to reduce cast-in-place concrete thickness to within tolerances.

(H2b3.2) Place as fourth note under Joint Filler heading in the General Notes.

The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from Girder Beam Camber Diagram. The polystyrene bedding material may be cut to match haunch height above top of flange.

(H2b3.3) References the slab thickness above the panel shown in Section A-A.

Adjustment in the slab thickness, joint filler, or grade will be necessary if the girder beam camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel. No payment will be made for additional labor or materials for the adjustment.

(H2b3.5) Place as second note under Joint Filler heading in the General Notes.

The thickness of the joint filler shall be adjusted to achieve the slab haunching dimension found on Sheet No. __. These adjustments shall be within the limits noted in the table of Joint Filler Dimensions.

H2c. Prestressed Girders and Beams

H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified.

(H2c1.1)

Concrete for prestressed girders beams shall be Class A-1 with f'_c =      psi and f'_ci =      psi.

(H2c1.3)

Use ___, 1/2 0.6"ø, Grade 270, strands with an initial prestress force of     kips.

(H2c1.4)

Pretensioned members shall be in accordance with Sec 1029.

(H2c1.5)

Fabricator shall be responsible for location and design of lifting devices.

(H2c1.7) All girders and beams except double-tee girders. Holes for #6 bar for NU and bulb-tee girders only. Top flange blockout for multiple span NU girders only. Application of bond breaker for prestressed panel decks on NU girders and spread beams only.

Exterior and interior girders beams are the same except: coil ties, holes for #6 bar, top flange blockout, application of bond breaker, coil inserts for slab drains, holes for steel intermediate diaphragms.

(H2c1.9) Use when the camber diagram is placed on another sheet.

For Girder Beam Camber Diagram, see Sheet No. __.

(H2c1.10) Use when steel intermediate diaphragms are present.

The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed. For location of holes and details of steel intermediate diaphragms, see Sheet No. __.

(H2c1.15) Use when slab drains are present. Use drain blockouts for double-tee girders, otherwise use coil inserts at slab drains.

For location of coil inserts at slab drains drain blockouts, see Sheet No. __.

(H2c1.25) Place near vent hole details for stream crossings only for girder structures. Use (one end only) for flat grades otherwise use upgrade.

Place vent holes at or near upgrade 1/3 point of girders (one end only) and clear reinforcing steel and strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.

(H2c1.38) Use and #6 bars for Bulb-Tee girders and NU-girders.

For location of coil ties and #6 bars at concrete bent diaphragms, see Sheets No. __and __.

(H2c1.39) Place note near coil tie detail for Bulb-Tee girders and NU-girders

Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.

(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).

All strands are fully bonded unless otherwise noted.

(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly.

Prestressing strands at End Bents No. __ and __ and Intermediate Bents No. and shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.

H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.

(H2c2.2) Use for NU 35 and NU 43 only

The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders.

(H2c2.3)

Alternate bar reinforcing steel details are provided and may be used. The same type of reinforcing steel shall be used for all girders in all spans.

H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes.

(H2c3.1)

Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.

(H2c3.2)

The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.

(H2c3.3)

All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.

(H2c3.4)

Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.

(H2c3.5)

Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.

(H2c3.6)

Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.

Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used.

(H2c3.10)

See slab sheet for spacing of rail posts.

(H2c3.11)

See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.

H2c4. Blank

H2c5. Blank

H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram

(H2c6.1) Place with camber diagram [MS Cell] for all girders and beams.

Conversion factors for girder beam camber (Estimated at 90 days):

Use with spans 75' and greater in length.

0.1 pt. = 0.314 x 0.5 pt.

0.2 pt. = 0.593 x 0.5 pt.

0.3 pt. = 0.813 x 0.5 pt.

0.4 pt. = 0.952 x 0.5 pt.

Use with spans less than 75' in length.

0.25 pt. = 0.7125 x 0.5 pt.

Place notes H2c6.10 thru H2c6.14 with slab haunching diagram [MS Cell] (slab thickness diagram [MS Cell] for double-tee girders and adjacent beams).

(H2c6.10) Omit underlined haunch segments for double-tee girders and adjacent beams. The minimum embedment sentence is not applicable for Box Beams. Omit hairpin bar when not used on the plan details.

If girder beam camber is different from that shown in the camber diagram, in order to maintain minimum slab thickness, an adjustment of the slab haunches, an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. The haunch shall be limited to ensure the projecting girder reinforcement or hairpin bar is embedded into slab at least 2 inches. No payment will be made for additional labor or materials required for variation in haunching, slab thickness or grade adjustment.

(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.

Concrete in the slab haunches is included in the Estimated Quantities for Slab on Concrete I-Girder Bulb-Tee Girder NU-Girder Beam Adjacent Beam.

(H2c6.13) Use only for double-tee girders and adjacent beams. Underline part only required when the slab thickness within parabolic crown is less than the minimum slab thickness. A = minimum slab thickness. B = slab thickness at crown centerline.

The slab is to be built parallel to grade and to a minimum thickness of A (Except varies from A to B within parabolic crown).

(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet.

See girder beam sheet for girder beam camber diagram.

H2c7. Steel Intermediate Diaphragms

(H2c7.1) For the location of (*), see EPG 751.22.3.13 Intermediate Diaphragms.

(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.

(H2c7.2) For the location of (**), see EPG 751.22.3.13 Intermediate Diaphragms.

(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. ASTM F3125 Grade A325 Type 1 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.

(H2c7.3)

All diaphragm materials including bolts, nuts, and washers shall be galvanized.

(H2c7.4)

Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.

(H2c7.5)

Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.

(H2c7.6)

Shop drawings will not be required for steel intermediate diaphragms and angle connections.

H2c8. Concrete Diaphragms at Intermediate Bents

(H2c8.1) Place near diaphragm details for all girders and beams except for double-tee girders at the following grades: 16” > 5%, 22” > 4% and 30” > 3%.

Diaphragms at intermediate bents shall be built vertical.

H3. Bearings

H3a. Type C & D

The following notes apply to Type C Bearings.

(H3.1)

Anchor bolts for Type C bearings shall be 1"ø ASTM F1554 Grade 55 swedged bolts, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor bolts shall be set in the drilling holes or in the anchor bolt wells and grouted prior to the erection of steel. The top of anchor bolts shall be set approximately 1/4" below the top of bearing.

(H3.2)

Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.3)

Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.

(H3.4) [MS Cell]

Indicates machine finish surface.

(H3.5)

Shop drawings are not required for the lead plates and the preformed fabric pads.

The following notes apply to Type D Bearings.

(H3.6)

Anchor bolts for Type D bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged bolts and shall extend 12" 15" into the concrete with ASTM A563 Grade A Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

(H3.7)

Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.8)

Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.

(H3.9) [MS Cell]

Indicates machine finish surface.

(H3.10)

Shop drawings are not required for the lead plates and the preformed fabric pads.

The following note applies to Type D Bearings Modified.

(H3.11)

Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

H3b. Type E

The following notes apply to Type E Bearings.

(H3.15)

Anchor bolts for Type E bearings shall be 1 1/4"ø 1 1/2"ø ASTM F1554 Grade 55 swedged bolts and shall extend 12" 15" into the concrete with ASTM A563 Grade A Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.

(H3.16)

Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.17)

Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.

(H3.18) [MS Cell]

Indicates machine finish surface.

(H3.20)

A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147. The coated areas shall be protected for shipping and erection.

(H3.21)

Shop drawings are not required for the lead plates and the preformed fabric pads.

The following note applies to Type E Bearings Modified.

(H3.22)

Place the heads of 3/4"ø bolts on the bottom side of the top bearing plate.

H3c. Type N PTFE

(H3.24)

Design coefficient of friction equals 0.06.

(H3.25)

Anchor bolts shall be 1 1/2"ø 2"ø 2 1/2"ø ASTM F1554 Grade 55 swedged bolts and shall extend 15" 18" 25" into the concrete with ASTM A563 Grade A Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

(H3.26) Remove underline portion when superstructure is galvanized.

Anchor bolts and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.27)

Neoprene Elastomeric Pads shall be 60 70 Durometer.

(H3.28)

Anchor bolts shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted R for each 10° fall or rise in temperature at installation.

Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.

(H3.29) Use grade per Design Comps.

Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating.

Use the following note when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in Sec 1081.10.3.4.

(H3.29.1)

Structural steel for sole plate shall be ASTM A709 Grade 50W and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating. The welds shall have corrosion resistance and weathering characteristics compatible with the base material.

Use the following note when steel superstructure is galvanized.

(H3.29.2)

Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be galvanized in accordance with Sec 1081. The stainless steel plate shall be protected from galvanizing. Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with Sec 1081 by zinc alloy stick method.

(H3.30)

Type N PTFE Bearings shall be in accordance with Sec 716.

(H3.31)

PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.

(H3.32)

Stopper plates and straps shall be provided to prevent loss of support due to creeping of PTFE bearings. Payment for fabricating and installing the stopper plates and straps will be considered completely covered by the contract unit price for Type N PTFE Bearing.

(H3.33)

The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.

H3d. Laminated Neoprene Pad Assembly

(H3.45)

Anchor bolts shall be 1 1/2"ø 2"ø 2 1/2"ø ASTM F1554 Grade 55 swedged bolts and shall extend 15" 18" 25" into the concrete with ASTM A563 Grade A Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be 1" less than extension into the concrete.

(H3.46) Remove underline portion when superstructure is galvanized.

Anchor bolts and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.47)

Neoprene Elastomeric Pads shall be 60 70 Durometer.

(H3.48)

Anchor bolts shall be at the centerline of slotted hole at 60°F. Bearing position shall be adjusted R for each 10° fall or rise in temperature at installation.

(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.

Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.

(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in Sec 1081.10.3.4.

Structural steel for sole plate shall be ASTM A709 Grade 50W and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The welds shall have corrosion resistance and weathering characteristics compatible with the base material.

(H3.49.2) Use the following note when steel superstructure is galvanized.

Structural steel for sole plate shall be ASTM A709 Grade 36 50 and shall be galvanized in accordance with Sec 1081. Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with Sec 1081 by zinc alloy stick method.

(H3.50)

Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.

H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss)

The following notes apply to Flat Plate Bearings.

(H3.65)

Flat plate bearings shall be straightened to plane surfaces.

(H3.66)

Anchor bolts shall be 1"ø ASTM F1554 Grade 55 swedged bolts, 10" long with no heads or nuts. Top of anchor bolts shall be set approximately 1/2" above top of bottom flange.

(H3.67)

Bottom flange of beam and bevel plate shall have 1 1/4"ø holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.

(H3.68)

Shop drawings are not required for the lead plates and the preformed fabric pads.

(H3.69)

Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.

The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).

(H3.70)

Material shall be ASTM A709 Grade 36 steel. Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit. After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.

(H3.71)

Edge A shall be rounded (1/16" to 1/8" radius).

The following notes apply to Carbon Steel Casting (Truss).

(H3.75)

All fillets shall have a 3/4" radius.

(H3.76)

Anchor bolts shall be 1 1/2"ø ASTM F1554 Grade 55 swedge bolts and shall extend 15" into concrete with ASTM A563 Grade A Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Furnish one 4"ø pin, AISI C1042, with 2 heavy hexagon pin nuts.

(H3.77)

Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings. Pins, anchor bolts, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.

(H3.78)

Shop drawings are not required for the lead plates and the preformed fabric pads.

H3f. Pot Bearing Pad Assembly

(H3.79)

The bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.

(H3.80)

The contractor, in coordination with the bearing manufacturer, shall be responsible for sizing the sole plate and masonry plate and determining the size, number, and location of anchor bolts based on the load and movement capacities, indicated in the Bearing Data.

(H3.81)

The contractor shall submit calculations sealed by a Professional Engineer, licensed in the state of Missouri, indicating conformance with design load and material criteria in the contract documents.

(H3.82)

(1) Maximum vertical dimension of the complete bearing. If the actual bearing dimension differs, adjustments shall be made in the thickness of the sole plate, masonry plate and concrete pad as needed by the contractor at no additional cost to the owner. Contractor shall submit proposed method of adjustment to Engineer for approval.

(H3.83)

(2) Estimated horizontal dimension of the pot bearing device. If the actual dimension differs, adjust the size of the sole plate and masonry plate as needed by the contractor at no additional cost to the owner.

(H3.84)

(5) The temperature of the steel adjacent to the elastomeric should be kept below 250°F.

(H3.85)

The Dimension H in the Bearing Data Table represents the assumed total height of bearing mechanism between the sole plate and masonry plate used by the designer to establish the pedestal elevations.

(H3.86)

The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.

(H3.87)

All expansion Bearings shall have maximum friction coefficient of 3%.

(H3.88)

Steel for pot bearings shall be AASHTO M270 Grade 50 and shall be galvanized. Steel for sole plate and masonry plates shall be AASHTO M270 Grade 50.

(H3.89)

Anchor bolts shall conform to ASTM F1554 Grade 55. The anchor bolts shall be the swedge-type and shall have a minimum diameter of 1 1/2-inches and extend a minimum of __-inches into the concrete. Swedging shall be 1-inch less than the extension into the concrete.

(H3.90)

Anchor bolts shall be installed using a hardened steel washer at each exposed location.

(H3.91)

Washers shall conform to ASTM F463.

(H3.92)

Anchor bolts and hardened washers shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1081.

(H3.93)

Certified mill test reports, conforming to the requirements of the specifications, for the metals of the pot bearing device, sole plate, masonry plate and anchor bolts shall be submitted.

(H3.94)

The masonry plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.

(H3.95)

The sole plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.

(H3.96)

The bearing device, sole plate and masonry plate shall be assembled in the shop and the bearing assembly shall be field welded to the bottom flange of the steel cap beam. The welds shall be designed for the load capacities indicated in the Bearing Data Table.

(H3.97)

After installation of the bearings, any uncoated or damaged surfaces of the masonry and sole plates shall be prepared in accordance with the specifications and field-coated with inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.

(H3.98)

After installation of the bearings and field-applied prime coats, the surfaces of the masonry and sole plates shall be field-coated with System G intermediate and finish coat.

(H3.99)

All bearings shall be marked prior to shipping. The marks shall include the bearing location on the bridge and a direction arrow that points up-station. All marks shall be permanent and be visible after the bearing is installed.

(H3.100)

The pot bearing device, sole plate, masonry plate, anchor bolts, washers, anchor bolts wells and any other appurtenances included in the fabrication and installation of the pot bearing device shall be incidental to the pay item Pot Bearings.

(H3.101)

Whenever jacking of the Superstructure is needed to reset the bearings, the contractor shall submit a jacking sequence for approval.

H4. Conduit System

(H4.1)

Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.

(H4.2) Use for all conduits, except if encased in concrete, 3 in. minimum cover is not possible in slab.

All conduits shall be rigid nonmetallic schedule 40 heavy wall polyvinyl chloride (PVC) with 3" minimum cover in concrete. Each section of conduit shall bear the Underwriters Laboratories (UL) label.

Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.

(H4.2.1)

All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.

(H4.2.2)

Anchor bolts and nuts shall be ASTM F1554 Grade 55. Anchor bolts, nuts and washers shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, or ASTM B695, Class 55.

(H4.3)

Shift reinforcing steel in field where necessary to clear conduit and junction boxes.

(H4.4)

Light standards, wiring and fixtures shall be furnished and installed by others.

(H4.5)

Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.

(H4.6)

For details of light standards, underdeck lighting, and wiring, see electrical plans.

(H4.7) Use for conduits to be encased in concrete at open, closed or filled joints. Use 150°F, 120°F for steel superstructure. Use 120°F, 110°F for concrete superstructure. Modify note to include giving the total expansion movement per expansion fitting if multiple fittings are used and movement is different, and delineate fittings on plans.

Expansion fittings shall be placed as shown 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 of    inches at open joints and     inches at filled joints using a maximum temperature range of 150 120°F and a maximum temperature of 120 110°F.

(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.

Expansion fittings shall be placed as shown 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 of    inches at open joints and     inches at closed joints using a maximum temperature range of 110°F. Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.

(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.

Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.

(H4.7.3) Use for multiple conduits to be encased in concrete.

Minimum clearance preferred between conduits placed in barrier shall be 1”.

(H4.8) Use "surface" mounting, except adjacent to sidewalks, where mounting box on existing concrete. Use "flush" mounting where box is to be encased in concrete.

All end bent and barrier junction boxes shall be PVC molded in accordance with Sec 1062 and designed for flush surface mounting. The conduit terminations shall be permanent or separable. The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.

(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of barrier.

Placement of junction boxes and covers, complete in place, shall be flush with the roadway face of barrier. Junction boxes and covers may be recessed up to ¼”.

(H4.9) Use for all conduits not to be encased in concrete.

Weep holes shall be provided at low points or other critical locations to drain any moisture in the conduit system. Conduit shall be sloped to drain.

(H4.9.1) Use for all conduits to be encased in concrete.

Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707. All conduits shall be sloped to drain where possible.

(H4.10) Use for conduit not encased in concrete.

All conduits shall be secured to concrete with nonmetallic clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, ASTM B695 Class 55 or stainless steel. Minimum embedment in concrete shall be 1 3/4". The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.

(H4.11) Use for junction box.

Junction box size shown on plan may require special order. No other size may be substituted.

(H4.12)

MoDOT Construction Personnel: Indicate in field and on bridge plans for future work the exact location of buried conduit at ends of bridge that are capped and not immediately used.

(H4.13) Use for payment of Conduit System.

Payment for furnishing and installing Conduit System, complete in place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.

H5. Expansion Joint Systems

H5a. Finger Plate

(H5.1) For stage construction or other special cases, see Structural Project Manager.

Finger plate shall be cut with a machine guided gas torch from one plate. The plate from which fingers are cut may be spliced before fingers are cut. The surface of cut shall be perpendicular to the surface of plate. The cut shall not exceed 1/8" in width. The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown. No splicing of finger plate or finger plate assembly will be allowed after fingers are cut. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

(H5.2)

Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

(H5.3)

Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

(H5.4)

Structural steel for the expansion device and barrier plate shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

(H5.5)

Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.

(H5.6)

Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.

(H5.7) Use note for steel structures. Use underlined portion when drainage trough is used.

All holes shown for connections shall be subpunched 11/16-inch diameter (shop or field drill) and reamed to 13/16-inch diameter in field, except holes in members that will be used as templates and holes for the drainage trough may be drilled to 13/16-inch diameter in the shop. For multi-piece connections, only the holes in the template member may be drilled to 13/16-inch diameter in the shop.

(H5.8) Place note near "Plan of Slab".

"the web of W14 x 43" is for steel structures

"the 3/4" vertical mounting plate" is for P/S structures.

Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from the web of W14 x 43 and the 3/4" vertical mounting plate at the expansion device.

(H5.9)

Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

(H5.10)

Barrier plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier for anchors shall not be drilled until the concrete is at least 7 days old.

H5b. Flat Plate

(H5.16)

Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion device shall be fabricated and installed to the crown and grade of the roadway.

(H5.17)

Plan dimensions are based on installation at 60°F. The expansion gap and other dimensions shall be increased or decreased    " for each 10° fall or rise in temperature at installation.

(H5.18)

Material for the expansion device shall be ASTM A709 Grade 36 structural steel. Anchors for the expansion device shall be in accordance with Sec 1037.

(H5.19)

Structural steel for the expansion device and barrier plate shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

(H5.20)

Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.

(H5.21)

Concrete shall be forced under and around the flat plate, anchors and angles. Proper consolidation shall be achieved by localized internal vibration. Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device. The vertical and horizontal concrete vent holes shall be offset from each other. Do not alternate holes at the 12" spacing.

(H5.22) Use this note when expansion device is at an end bent.

Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.

(H5.23) Place this note near "Plan of Slab".

Longitudinal reinforcing steel shall be placed so that ends shall not be more than ±1" from vertical plate and the vertical leg of the angle at the expansion device.

(H5.24)

Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.

(H5.25)

Barrier plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier for anchors shall not be drilled until the concrete is at least 7 days old.

H5c. Preformed Compression Seal (Notes for Bridge Standard Drawings)

(H5.31)

Expansion joint system shall be fabricated in one section, except for staged construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

(H5.33)

Structural steel for the expansion joint system shall be ASTM A709 Grade 36. Anchors for the expansion joint system shall be in accordance with Sec 1037. Preformed compression seal expansion joint system shall be in accordance with Sec 717.

(H5.34)

Structural steel for the expansion joint system shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

(H5.35)

Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

(H5.36) Place this note near "Plan of Slab" also.

Longitudinal reinforcing steel shall be placed so that ends shall be 1" from the vertical leg of the angle at the expansion joint system.

Place the following notes (H5.37 and H5.38) near the "Table of Transverse Preformed Compression Seal Expansion Joint System Dimensions".

(H5.37)

Depth of seal shall not be less than width of seal.

(H5.38)

Size of armor angle: Vertical leg of angle shall be a minimum of Manufacturer’s Recommended Height ③ + 3/4". Horizontal leg of angle shall be a minimum of 3". Minimum thickness of angle shall be 1/2".

(H5.39)

The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.

(H5.40)

MoDOT Construction personnel will record the manufacturer and seal name that was used.

H5d. Strip Seal (Notes for Bridge Standard Drawings)

(H5.46)

Expansion joint system shall be fabricated in one section, except for staged construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.

The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

(H5.48)

Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W. Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.

(H5.49)

Structural steel for the expansion joint system shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.

(H5.50)

Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.

(H5.51) Place this note near "Plan of Slab" also.

Longitudinal reinforcing steel shall be placed so that ends shall be 1" from the vertical leg of the steel armor at the expansion joint system.

(H5.52)

The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.

(H5.53)

MoDOT Construction personnel will indicate the strip seal expansion joint system installed.

(H5.54)

Steel armor may also be referred to as extrusion or rail.

(H5.55) Use this note when polymer concrete is to be used next to strip seal.

Polymer concrete shall be in accordance with Sec 623.

H5e. Preformed Silicone or EPDM Seal (Notes for Bridge Standard Drawings)

(H5.56)

The seal shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

(H5.58)

The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.

(H5.59)

MoDOT Construction personnel will indicate the type of seal used.

(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal.

Polymer concrete shall be in accordance with Sec 623.

(H5.61) Use this note when joint gap (opening) is wider than 3”.

Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.

H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)

(H5.62)

Open cell foam joint seal size (width and depth) shall be determined by the manufacturer.

Manufacturer recommended seal size shall meet the movement and installation gap requirements and skew effect.

(H5.63)

The open cell foam joint seal shall be installed according to the manufacturer's recommendations.

(H5.64)

The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.

(H5.65)

MoDOT construction personnel will record the manufacturer and seal name that was used.

H6. Pouring and Finishing Concrete Slabs

I-Beam, Plate Girder Bridges - Continuous Slabs

(H6.1)

The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.

Prestressed Concrete Structures - Continuous Spans

(H6.4)

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at the rate given.

(H6.5)

End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.

(H6.6) Note is not applicable for concrete diaphragms under expansion joints.

The concrete diaphragm at the intermediate bents and integral end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.

Prestressed Double-Tee Concrete Structures

(H6.9)

The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.

(H6.10)

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.

Solid or Voided Slab Structure - Continuous and Simple Spans

(H6.13) (*) See EPG 751.10.1.12 Slab Pouring Sequences and Construction Joints

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than (*) cubic yards per hour. The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.

Steel and Prestressed Structures - Simple Spans

(H6.15)

The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.

Widen, Extension, Repair, and Stage Construction

(H6.17) Underline part not required when forms stay-in-place permanently. Place note on the plans when the closure pour is specified on the design layout.

Expansive Class B-2 concrete shall be used in the closure pour. Forms shall be released before the closure pour.

All Structures with Longitudinal Construction Joints

(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint. The blank space shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.

The longitudinal construction joint may be omitted with the approval of the engineer. When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of ____.

Wide Flange Deck Replacements

(H6.20)

The contractor shall provide bracing necessary for lateral and torsional stability of the beams during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not weld on or drill holes in the beams. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Slab on Steel.

(H6.21)

Slab shall be poured upgrade from end to end at a minimum rate of 25 cubic yards per hour.

(H6.22)

Alternate pour sequences may be submitted to the engineer for approval. Keyed construction joints shall be provided between pours.

H7. Slab Drains (Notes for Bridge Standard Drawings)

When steel slab drains are used place Notes H7.1, H7.1.3 and H7.2 under the heading of Notes for Steel Drain. Place remaining notes thru Note H7.11 under the heading of General Notes.

(H7.1)

Slab drains may be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.

(H7.1.1) Note not required for continuous concrete slab bridges.

Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.

(H7.1.3) Use underlined portion with a wearing surface.

The drains Pieces A and B shall be galvanized in accordance with ASTM A123.

(H7.2) Use first choice without a wearing surface and second choice with a wearing surface.

Outside dimensions of drains are 8" x 4" Piece A is 8 3/4" x 4 3/4" and Piece B is 8" x 4".

(H7.3) Use note with new wearing surface over new slab.

Piece A shall be cast in the concrete slab. Prior to placement of wearing surface, Piece B shall be inserted into Piece A.

(H7.4) Use underlined portion with a wearing surface.

Locate drains Piece A in slab by dimensions shown in Part Section Near Drain.

(H7.5)

Reinforcing steel shall be shifted to clear drains.

(H7.6) Use underlined portion with prestressed girders and beams. Note not required for continuous concrete slab bridges.

The coil inserts and bracket assembly shall be galvanized in accordance with ASTM A123.

(H7.7) Use underlined portion with weathering steel girders and beams. Note not required for continuous concrete slab bridges.

All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, except as shown.

(H7.7.1)

All ½” diameter bolts shall be ASTM A307, except as noted.

(H7.8) Use note when attaching to new girders and beams. Use “coil insert required” for prestressed girders, “coil inserts required” for prestressed beams and “bolt hole” for steel structures.

The coil inserts required bolt hole for the bracket assembly attachment shall be located on the prestressed girder prestressed beam plate girder wide flange beam shop drawings.

(H7.8.1) Use note when attaching to existing steel girders and beams.

The bolt hole for the bracket assembly attachment shall be shifted to the minimum extent necessary to field drill in the existing web.

(H7.8.2) Use note when attaching to weathering steel girders and beams.

The galvanized surfaces of drain support brackets shall be prepared according to the coating manufacturer's recommendation and field coated with a gray epoxy-mastic primer (non-aluminum) within a distance of 6 inches from the point of connection to the weathering steel structure.

(H7.9) Use the underline portion for all bridges except continuous concrete slab bridges.

Shop drawings will not be required for the slab drains and the bracket assembly.

Place Notes H7.10 and H7.11 with prestressed girder and prestressed beam slab drain details.

(H7.10)

Coil inserts shall have a concrete pull-out strength (ultimate load) of at least 2,500 pounds in 5,000 psi concrete.

(H7.11) Bolts is plural for Prestressed box and slab beams that require two bolts.

The bolts required to attach the slab drain bracket assembly to the prestressed girder web beam shall be supplied by the prestressed girder beam fabricator.

Use Notes H7.13 thru H7.21 when fiberglass reinforced polymer (FRP) slab drains are used. Place Note H7.13 as the first note under the heading of General Notes. Place remaining notes under the heading of Notes for FRP Drain.

(H7.13)

Contractor shall have the option to construct either steel or FRP slab drains. All drains shall be of same type.

(H7.14)

Drains shall be machine filament-wound thermosetting resin tubing meeting the requirements of ASTM D2996 with the following exceptions:

(H7.15)

Shape of drains shall be rectangular with outside interior nominal dimensions of 8” x 4”.

(H7.16)

Minimum reinforced wall thickness shall be of 1/4 inch.

(H7.17)

The resin used shall be ultraviolet (UV) resistant and/or have UV inhibitors mixed throughout. Drains may have an exterior coating for additional UV resistance.

(H7.18) 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) Bright Blue (Federal Standard #25095). Consult with FRP drain manufacturer/supplier to verify optional color availability and cost.

The color of the slab drain shall be Gray (Federal Standard 26373). The color shall be uniform throughout the resin and any coating used.

(H7.19)

The combination of materials used in the manufacture of the drains shall be tested for UV resistance in accordance with ASTM D4239 Cycle A. The representative material shall withstand at least 500 hours of testing with only minor discoloration and without any physical deterioration. The contractor shall furnish the results of the required ultraviolet testing prior to acceptance of the slab drains.

(H7.20)

At the contractor’s option, drains may be field cut. The method of cutting FRP slab drains shall be as recommended by the manufacturer to ensure a smooth, chip free cut.

(H7.21) Use only for angled drains.

Both upper and lower drain pieces shall be rigidly connected to each other. Drain flow shall not be obstructed. Approval of the engineer is required.

H9. Thrie Beam and Other Rail Types (Notes for Bridge Standard Drawings)

Place in General Notes on the rail sheet unless otherwise specified.

(H9.1a) Use for all W-Beam, Thrie Beam, Two Tube and Single Tube (Low Profile) Structural Steel Guardrails without cap rail. (See Guardrail Delineation.) (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the guardrail post using galvanized anchorage as shown on Missouri Standard Plan 606.00 and in accordance with Sec 606. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Guardrail delineators will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam) Bridge Guardrail (Thrie Beam) Bridge Rail (Two Tube Structural Steel) Low Profile Metal Bridge Rail (Single Tube).

(H9.1b) Use for all W-Beam and Thrie Beam Guardrails with cap rail except for temporary bridges. (See Guardrail Delineation.) (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Guardrail delineators will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam), Bridge Guardrail (Thrie Beam).

(H9.1c) Use for temporary bridges. (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Cost of supplying and installing new delineators will be considered completely covered by other pay items. Delineators shall be stored with bridge guardrail after use.

(H9.2)

Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).

(H9.3) Include reinforcement with new bridges except double-tees and temporary bridges. Include elastomeric material when a base plate is used except for temporary bridges. Use “other items” for temporary bridges.

All bolts, nuts, washers, and plates, and reinforcement and elastomeric material will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam) Bridge Guardrail (Thrie Beam) other items.

(H9.4) Use underlined part for temporary bridges.

All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication except for bottom plate. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.

(H9.5) Use post instead of blockout for temporary bridges.

Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of 3 x 1 3/4-inch shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be placed between the blockout post and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.

(H9.6) Use only when a base plate is used except for temporary bridges.

Rail posts shall be seated on 1/16-inch elastomeric pads having the same dimensions as the post base plate. Such pads may be any elastomeric material, plain or fibered, having hardness (durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.

(H9.7)

At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

(H9.8) Use post instead of blockout for temporary bridges.

At the thrie beam connection to blockout post on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

(H9.9)

Minimum length of thrie beam sections is equal to one post space.

(H9.10)

A 5/8-inch diameter button-head, oval shoulder bolt with a minimum 3/8-inch thick hex nut shall be used at all slots.

(H9.11)

Thrie beam guardrail on the bridge shall be 12-gauge steel.

(H9.12) Use top plates instead of cap rail angles for temporary bridges.

Posts, cap rail angles, top plates, base bent post plates, blockouts, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.

(H9.13) Use for placement or replacement of end treatment with thrie beam rail.

Cost for providing holes for new guardrail attachment will be considered completely covered by the contract unit price for other items.

(H9.15) Use post instead of blockout for temporary bridges.

Flat washers 3 x 1 3/4 x 3/16-inch minimum shall be used at all post bolts between the bolt head and beam. The washers shall be rectangular in shape with an 11/16 x 1-inch slot, or when necessary of such design as to fit the contour of the beam. Rectangular washers 3 x 1 3/4 x 5/8-inch shall be used between the blockout post and the thrie beam rail.

(H9.16)

Special drilling of the thrie beam may be required at the splices. All drilling details shall be shown on the shop drawings.

(H9.17)

Fabrication of structural steel shall be in accordance with Sec 1080.

(H9.18) Do not use for prestressed double-tee or temporary bridges.

Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends. When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.

(H9.19) Do not use for prestressed double-tee or temporary bridges.

In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 feet.

Do not use Notes H9.20 thru H9.29 for temporary bridges.

(H9.20) Use for prestressed double-tee bridges.

Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 feet.

(H9.21)

Shim plates 6 x 6 x 1/16-inch may be used between the top of the post and the channel member as required for vertical alignment.

(H9.22) Place near Part Section at Rail Post.

See slab sheet for rail post spacing.

(H9.23)

See Missouri Standard Plan 606.00 for details not shown.

(H9.24) Place near detail of bent bolt used for new bridges except double tees.

Bolt shall not be bent in slab depths greater than 14 inches, use 12 inches straight embedment.

(H9.25) Place near details of shim plates used for horizontal alignment of State System 3.

Shim plates 6 x 3 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.

(H9.26) Place in General Notes and near details of shim plates used for horizontal alignment.

Shim plates shall be galvanized after fabrication.

(H9.27) Place near details of shim plates used for horizontal alignment of State System 4.

Shim plates 6 x 6 x 1/16-inch may be used between the W6x20 post and 6 x 6 x 3/8-inch plate. Shim plates 6 x 3 1/2 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.

(H9.28) Place near detail specifying bar support at bent plates.

Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.

Remaining notes are only for temporary bridges except for Note H9.32 which is also used for rehabilitation of existing bridges and Note H9.34 which is used for all bridge types.

(H9.31)

If Type A guardrail is not attached to ends of the temporary structure, flared ends shall be required. The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.

(H9.32)

Contractor shall verify all dimensions in field before ordering materials.

(H9.33) Place near Part Section at Rail Post.

See preceding sheet for rail post spacing.

(H9.34) Place in General Notes or near Elevation of Thrie Beam Rail.

At bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at entrance ends only unless required at the exit.

(H9.35) Place near any detail specifying the bottom plate of the rail posts.

Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars. Bottom plate shall not be galvanized.

(H9.36) Place near any detail specifying both the bottom and base plate of the rail posts.

The size of the base and bottom plate may be increased depending on which grid option is used.

(H9.37) Place near any detail specifying the welding of post to base plate of the rail posts.

Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.

(H9.38) Place near any detail specifying the semi-circular notches of the rail posts.

Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.

Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Cost of supplying and installing new delineators will be considered completely covered by other pay items. Delineators shall be stored with bridge guardrail after use.

H10. Barriers – Type A, B, C, D and H

H10a. Cast-In-Place Permanent Barrier

The following notes shall be placed in the General Notes on the elevation sheet.

(H10.0.1) Use note if slip forming is allowed. Add asterisk to all C-bar leader notes and the one fiberglass bar leader note in the elevation of barrier.

* Slip-formed option only.

(H10.0.2) Both methods may be used unless otherwise specified on Bridge Memorandum.

Conventional forming or slip forming may shall be used. Saw cut joints may be used with conventional forming.

(H10.1) Exclude underlined part for single span bridges.

Top of barrier shall be built parallel to grade with barrier joints (except at end bents) normal to grade.

(H10.2)

All exposed edges of barrier shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.

(H10.3)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Type A B C D H Barrier per linear foot.

(H10.4)

Concrete in barrier shall be Class B-1.

(H10.5) Use for Type B, D or H barrier. Include “left” or ”right” and exclude “for each structure” when barriers on each side of the bridge are not the same type.

Measurement of barrier is to the nearest linear foot for each structure, measured along the left right outside top of slab from end of wing to end of wing slab to end of slab.

(H10.7) Use for Type A or C barriers.

Measurement of barrier is to the nearest linear foot, measured along the top of slab at centerline median from end of bridge approach slab to end of bridge approach slab.

(H10.7.1) Use for all barriers (see Barrier Wall Delineation).

Concrete traffic barrier delineators shall be placed on top of the barrier as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for Type A B C D H Barrier.

Below is additional guidance for using Note H10.7.1:

Bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides of the delineators. For two-lane, one-way traffic, retroreflective sheeting may be on one side only unless crossroad or entranceway traffic is just beyond exit to bridge and wrong way driving is to be discouraged with retroreflective sheeting on both sides of the delineators, (white and red in this case). "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be modified, as required. For Type A and C barriers, retroreflective sheeting should be used on both sides of the delineators where there is not more than four lanes divided.

On bridges with more than two lanes, retroreflective sheeting is not required on both sides of the delineators. The perception of a narrowing roadway at the bridge is of lesser consequence in terms of requiring guidance devices and does not warrant retroreflective sheeting on both sides of the delineators. "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be removed at the discretion of the design team.

(H10.7.2)

Joint sealant and backer rods shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.

(H10.7.3) Use note if slip forming is allowed.

For slip-formed option, both sides of barrier shall have a vertically broomed finish and the top shall have a transversely broomed finish.

(H10.7.4) Use for all grade separations except over railroads and county roads.

Plastic waterstop shall not be used with saw cut joints.

The following three notes shall be placed under section thru barrier.

(H10.8)

Use a minimum lap of 3'-1" for #5 horizontal barrier bars.

(H10.9) Areas shown are for standard barrier heights and a two percent cross slope.

The cross-sectional area above the slab is * square feet.

*	2.98 for a Type A barrier.
	2.27 for a Type B barrier.
	4.69 for a Type C barrier.
	3.52 for a Type D barrier.
	3.59 for a Type D barrier used as a median.
	2.89 for a Type H barrier

(H10.9.1) Add (2) to the dimension for the top of slab to top of the R2 bar.

(2) To top of bar

The following three notes shall be used for double-tee structures.

(H10.10)

Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.

(H10.11)

Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

(H10.12)

Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Type A B C D H Barrier.

The following two notes, when appropriate, shall be placed under the title of the elevation of barrier.

(H10.12.1) Dimensions shall be horizontal unless otherwise specified on Bridge Memorandum.

Longitudinal dimensions are horizontal arc dimensions.

(H10.12.2)

Longitudinal dimensions are along top of barrier outside edge of slab parallel to grade.

The following two notes shall be placed under the permissible alternate bar shape detail.

(H10.13) Use R2 for Type D or H barriers, R3 for Type B barrier and M2 for two separate Type D barriers used as a median. Add (4) to the combined #5 bar leader note. Exclude note and associated detail for CIP slabs.

(4) The R2 R3 M2 bar and #5 bottom transverse slab bar in cantilever (prestressed panels only) combination may be furnished as one bar as shown, at the contractor's option.

(H10.14) Use R1 for Type B, D or H barriers. Use M1 for two separate Type D barriers used as a median. Add (3) to the two separated #5 bar leader notes.

(3) The R1 M1 bar may be separated into two bars as shown, at the contractor's option, only when slip forming is not used. (All dimensions are out to out.)

(H10.15) Use note if slip forming is allowed. Place under the part elevation of barrier and add (1) to fiberglass bar leader notes in the section thru saw cut joint and part elevation of barrier.

(1) Four feet long, centered on joint, slip-formed option only

Place general notes H10.19, H10.20 and H10.7.1 on the barrier at end bents sheet with notes H10.19 and H10.20 under the Reinforcing Steel heading.

(H10.19)

Minimum clearance to reinforcing steel shall be 1 1/2" except as shown for bars embedded into end bent.

(H10.20) Use for Type B barrier only. Use 2’-7” and K10 bars for barrier ending on wing walls adding K13 bars with two different wing lengths. Will need to add more bars if more than two different wing lengths exist. Use 3’-1” and R6 bars for barrier ending on bridge deck.

Use a minimum lap of 2'-7" 3’-1” between K9 and K10 or K13 R6 bars.

(H10.21) Place note under the K Bar Permissible Alternate Shape detail on the barrier at end bents sheet. Use K1 and K2 for Type B barrier; K9 and K10 for Type D barrier; K3 and K5 for Type H barrier.

The K1 and K2 K9 and K10 K3 and K5 bar combination may be furnished as one bar as shown, at the contractor's option.

H10b. Precast Temporary Barrier

(H10.90)

Method of attachment for temporary barrier shall be tie-down strap bolt through deck.

(H10.91)

Temporary barrier shall not be attached to the bridge.

H11. Miscellaneous

Construction Joint

(H11.1)

Finish each side of joint with a 1/4 inch radius edging tool.

Pin and Flat Hexagonal Nut

(H11.2)

Material:	Pin = ASTM A668 (Class F)
	Nut = ASTM A709 Grade 36

Plastic Waterstop (Use in the barrier joints and parapet joints as specified in EPG 751.12.1.2.3 Plastic Waterstops)

(H11.3)

Plastic waterstop shall be placed in all formed joints, except structures with superelevation, use on lower joints only.

(H11.4)

Cost of plastic waterstop, complete in place, will be considered completely covered by the contract unit price for Type A B C D H Barrier.

Sign Supports

(H11.5)

Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.

(H11.6)

Payment for furnishing and erecting approximately     pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.

Plan of Slab: All Structures

(H11.8)

Longitudinal slab dimensions are measured horizontally.

Pedestrian Guard Fence (Chain Link Type): General Notes

(H11.10)

Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.

(H11.11)

All posts shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of posts.

(H11.12)

Payment for furnishing, galvanizing and erecting the fence and frame complete with anchor bolts and washers will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.

(H11.13)

Dimensions of pedestrian guard fence are measured horizontally.

(H11.14)

The maximum spacing allowed between pull post and end posts is 100 ft. Post brace and 1/2" Ø truss rod are required for panels adjacent to pull post and end posts only.

(H11.15)

Connect the lower end of the 1/2" Ø truss rod to the bottom of the pull posts and end posts to which the stretcher bar is attached.

(H11.16)

(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the bottom outside edge of the sidewalk curb from      to     .

(H11.17)

Core wire size for wire fabric shall be 6 gage minimum.

(H11.19) Use for ornamental pedestrian fencing.

The design live load for pedestrian railings shall be in accordance with AASHTO LRFD Bridge Design Specifications except that a uniform load of 50 lb/ft and a concentrated load of 200 lb need not be applied simultaneously. The posts of pedestrian fencing will require both loadings applied simultaneously.

Sidewalks

(H11.20)

All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.

(H11.21)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.

(H11.22)

Concrete in the sidewalk shall be Class B-2.

(H11.23)

Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of barrier to the outside edge of sidewalk and from end of slab to end of slab.

I. Revised Structures Notes

I1. General

(I1.0.1) Use “slab surface” for deck replacements.

Roadway surfacing adjacent to bridge ends shall match new bridge slab surface wearing surface (roadway item).

(I1.0.2)

All concrete repairs shall be in accordance with Sec 704, unless otherwise noted.

(I1.0.3) Use note when required for rush jobs.

Qualified special mortar in accordance with job special provisions may be used for half-sole repair and deck repair with void tube replacement.

(I1.1)

Outline of existing work is indicated by light dashed lines. Heavy lines indicate new work.

(I1.2)

Contractor shall verify all dimensions in field before ordering new material.

(I1.3)

Bars bonded in existing concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, existing bars shall extend into new concrete at least 40 diameters for plain bars and 30 diameters for deformed bars, unless otherwise noted.

Use Notes I1.4 and I1.5 where a broken concrete surface has no new concrete against it. Use bituminous paint below ground line and qualified special mortar above ground line.

(I1.4)

The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved bituminous paint qualified special mortar in accordance with Sec 704.

(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.

Joint shall be cleaned per the manufacturer's recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.

(I1.6) Use as an asterisk note when tinting is specified on Bridge Memorandum adding corresponding asterisk to slab edge repair and superstructure repair (unformed) leader notes.

Match existing concrete color. Apply tinted sealer to blend repair to existing concrete.

Concrete Slab with Wearing Surface

(I1.10) Use note for all wearing surfaces except epoxy polymer wearing surfaces.

In order to maintain grade and a minimum thickness of wearing surface as shown on plans it may be necessary to use additional quantities of wearing surface at various locations throughout the structure. The cost of furnishing and installing the wearing surface will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of wearing surface.

(l1.11) Use note for chip seals and polymer wearing surfaces.

The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the wearing surface.

(l1.12) Use note only with preventive maintenance jobs.

Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.

(I1.13) [MS Cell] Place following table and notes near the estimated quantities table on the design plans for optional concrete wearing surface and optional very early strength concrete wearing surface as specified on the Bridge Memorandum.

Optional Very Early Strength Concrete Wearing Surface
Type of Concrete Wearing Surface	Type Used (√)
Low Slump Concrete Wearing Surface
Latex Modified Concrete Wearing Surface
Silica Fume Concrete Wearing Surface
Latex Modified Very Early Strength Concrete Wearing Surface
CSA Cement Very Early Strength Concrete Wearing Surface
MoDOT construction personnel shall complete column labeled "Type Used (√)".
The contractor shall select one of the optional very early strength concrete wearing surfaces listed in the table. The optional very early strength concrete wearing surface method of measurement and basis of payment shall be in accordance with Sec 505.

(I1.14) [MS Cell] Place following table and notes near the estimated quantities table on the design plans for optional polymer wearing surface as specified on the Bridge Memorandum.

Optional Polymer Wearing Surface
Type of Polymer Wearing Surface	Type Used (√)
Epoxy Polymer Wearing Surface
MMA Polymer Slurry Wearing Surface
MoDOT construction personnel shall complete column labeled "Type Used (√)".
The contractor shall select one of the optional polymer wearing surfaces listed in the table. The optional polymer wearing surface method of measurement and basis of payment shall be in accordance with Sec 623.

(I1.15) Use note when specified on Bridge Memorandum.

Broadcast aggregate for MMA polymer slurry wearing surface shall be a black beauty type aggregate.

(l1.16) Use note when specified on Bridge Memorandum. Requires non-standard special provision NJSP1513.

Broadcast aggregate for MMA polymer slurry wearing surface shall be a high friction (HFST) aggregate in accordance with special provisions.

(l1.17) Use note when specified on Bridge Memorandum.

Reflective deck cracks shall be treated in accordance with Sec 623.

Removal and Storage of Existing Bridge Rails

(I1.20)

The existing bridge rails and posts shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at     .

Extension of Box Culverts

(I1.41)

Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the existing structure.

(I1.42)

Bottom of new slab shall be built flush with the bottom of slab of the existing box and the height of walls varied as necessary to extend the walls into rock as specified.

Making End Bents Integral

(I1.51)

The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-3 surface preparation and coated with a minimum of one coat of gray epoxy-mastic primer (non-aluminum) in accordance with Sec 1081 to produce a dry film thickness of not less than 3 mils before concrete is poured. The surface preparation and coating for girders shall extend a minimum of one foot outside the face of the girder encasement. Payment for cleaning and coating steel to be encased in concrete will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

(I1.52)

The ___ bars are segmented for ease of placement through girder web holes. The total bar length for ___ bars shown in Bill of Reinforcing Steel allows for one lap splice with a length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment length will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.

(I1.53)

Cost of field drilling holes in existing plate girder wide flange beam webs will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

Curb Block-Out

(I1.60)

7/8"ø Threaded Rods with nuts and washers shall be used in place of 7/8"ø Bolts (ASTM A307).

(I1.61)

1"ø holes shall be drilled through existing end post for placement of 7/8"ø threaded rods, nuts, and washers.

In "General Notes:" section of plans, place the following note under the heading "Miscellaneous:" when existing longitudinal dimensions are used.

(I1.62)

Longitudinal dimensions are based on the original design plans.

In "General Notes:" section of plans, place the following two notes under the heading "Beam Support:" when strengthening existing beams under traffic.

(I1.64)

All existing beams in the span being strengthened shall be raised simultaneously Dimension H at jacking point and supported during welding of new steel plates.

(I1.65)

The temporary supports must be capable of safely supporting a service load of approximately Load J tons per beam (factor of safety not included). See special provisions.

(I1.66)

$\,*$ Scarification not required for Asphaltic Concrete, MMA Polymer Slurry and Epoxy Polymer Wearing Surfaces.

Rock Blanket

(I1.70) Use note for redecks or in other cases where the rock blanket elevations are not shown on the bridge plans and the top of the rock blanket is required to be flush to the existing ground line in accordance with the Memorandum of Agreement with SEMA.

The top of rock blanket shall be flush to the ground line as directed by the engineer. (Roadway Item)

(I1.71) Use only when specified on the Bridge Memo or Design Layout.

Rubblized concrete from the existing bridge deck that qualifies as clean fill may be placed on spill slopes at end bents above ordinary high water line (Roadway item).

I2. Resin & Cone Anchors

Use Resin Anchors unless concrete depths are insufficient.

(I2.1)

The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.

(I2.2) * Pay item in which resin anchor system is embedded.

Cost of furnishing and installing the resin anchor systems, complete in place, will be considered completely covered by the contract unit price for *.

(I2.3)

The minimum embedment depth in concrete with f'_c = 4,000 psi for the resin anchor systems shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".

Note to designer:
A minimum factor of safety of 2 should be used when determining the number of anchors to be used.

(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)

A An epoxy coated #**** Grade 60 reinforcing bar ***** long shall be substituted for the ******ø threaded rod.

****	Bar size.
*****	Length of bar required by design.
******	Diameter of threaded rod.

Cone Expansion Anchors

(I2.30) *** Pay item in which cone expansion anchor is embedded.

Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for ***.

(I2.31)

The *" diameter cone expansion anchors shall have a minimum ultimate pullout strength of ** lbs. in concrete with f'_c = 4,000 psi.

* DIAMETER	** PULLOUT
3/8"	3,900
1/2"	7,500
5/8"	10,800
3/4"	12,000

I3. Special Repair Zones - Deck Repair Notes for CIP Continuous Concrete Box Girder, Voided Slab and Solid Slab Spans (Notes for Bridge Standard Drawings RHB03 & RHB04)

Use applicable notes I3.1 thru I3.6 under the special repair zones heading in the deck repair notes. The special repair zones heading shall follow the order of repair heading.

(I3.1) Use for structures using conventional deck repair only (no hydro demolition).

Any deck repair in areas not designated as a special repair zone shall be completed prior to work in Zone A.

(I3.2) Use for structures with multiple column bents.

Deck repair required in the areas designated as special repair zones shall be completed pre-hydro demolition in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time. Hydro demolition shall not move forward until the repairs in all special repair zones are completed and properly cured.

(I3.3) Use for structures with single column bents.

Deck repair required in the areas designated as special repair zones shall be completed pre-hydro demolition in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent. Hydro demolition shall not move forward until the repairs in all special repair zones are complete and properly cured.

(I3.4) Use for hydro demolition projects.

Any deck repair in areas not designated as a special repair zone shall be completed post-hydro demolition.

(I3.5)

Removal and deck repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone.

(I3.6) Use for voided or solid slab structure.

If any single repair area does not exceed 4 square feet in size and the total repair area within a special repair zone does not exceed 12 square feet, the special repair zone may be repaired at the same time as an adjacent zone.

Use for voided slab structures, place applicable notes I3.10 thru I3.12 under the void repair heading in the deck repair notes. The void repair heading shall follow the special repair zones heading.

(I3.10)

Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.

(I3.11) Underline portion only required for Hydro Demo Case 2 details.

An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for Half-Sole Repair inside special repair zones and Monolithic Deck Repair outside special repair zones.

(I3.12) Use when deck repair with void tube replacement is required.

When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for Deck Repair with Void Tube Replacement. Measurement will be horizontal projection of the area of exposed tube in plan.

Use for box and deck girder structures, place applicable notes I3.16 thru I3.22 as a continuation of the special repair zones heading in the deck repair notes.

(I3.16)

Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a web and is more than 18 inches in length along the web, the concrete removal including removal with hydro demolition shall stop at the centerline of web and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the web that is undergoing repair.

(I3.17)

When the full depth repair extends over a diaphragm or web and the deteriorated concrete extends into the diaphragm or web, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in webs shall not be removed below the slab haunch of the girder without prior review and approval from the engineer.

Use notes I3.20 and I3.22 for box girder structures only.

(I3.20)

Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.

(I3.21) This applies for each zone and not similarly lettered zones as a group.

If any single repair area does not exceed 9 square feet in size and the total repair area within a special repair zone does not exceed 27 square feet, the special repair zone may be repaired at the same time as an adjacent zone.

(I3.22)

Half-sole repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.

(I3.30) Use for hydro demolition projects. Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; (2) equals ¼ inch; and (3) equals ½ inch; see Bridge Memorandum.

1. Scarify existing deck (1). Remove existing wearing surface plus (1) of existing deck.

2. Power wash deck to identify sound and unsound existing deck repair.

3. Inside special repair zones, complete the following repairs:

a. Removal of existing deck repair

b. Half-sole repair

c. Deck repair with void tube replacement

d. Full depth repair

4. Outside special repair zones, remove existing deck repair.

5. Complete total surface hydro demolition, removing (2) minimum of sound concrete inside special repair zones and removing (3) minimum of sound concrete and all deteriorated concrete outside special repair zones.

6. Sound deck and if needed complete incidental concrete removal.

(Guidance: Use for Case 1 RHB03)

7. Outside special repair zones, complete full depth repair.

(Guidance: Use for Case 2 RHB03 and Case 1 & 2 RHB04)

7. Outside special repair zones, complete the following repairs:

a. Half-sole repair (Guidance: Case 2 RHB04)

b. Deck repair with void tube replacement (Guidance: Case 1 & 2 RHB04)

c. Full depth repair (Guidance: Case 2 RHB03 and Case 1 & 2 RHB04)

8. Place new wearing surface including additional material for areas of monolithic deck repair.

(I3.31) Use for non-hydro demolition projects (conventional deck repair only). Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; see Bridge Memorandum.

1. Scarify existing deck (1). Remove existing wearing surface plus (1) of existing deck.

2. Sound deck to identify areas in need of repair.

3. Outside special repair zones, complete the following repairs:

a. Half-sole repair

b. Deck repair with void tube replacement

c. Full depth repair

4. Inside special repair zones, complete the following repairs:

a. Half-sole repair

b. Deck repair with void tube replacement

c. Full depth repair

5. Place new wearing surface.

I4. Fiber Reinforced Polymer (FRP) Wrap - Bent Cap Shear Strengthening

(I4.1)

Design force is the factored shear force at any cross section in each design region that shall be resisted entirely by the FRP reinforcement.

(I4.2)

See special provisions.

J. MSE Wall Notes (Notes for Bridge Standard Drawings)

J1. General

(J1.1)

Factor of safety shall be 2.0 for overturning and 1.5 for sliding.

(J1.2)

The cost of joint filler and joint seal, complete in place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type A D). See Roadway Plans.

(J1.3)

For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.

(J1.4)

ø_b =    ° and Unit weight, Ɣ_b = ___pcf for retained backfill material to be retained by the mechanically stabilized earth wall system.

(J1.5)

ø_f =    ° for unimproved foundation ground where wall is to bear.

ø_f =    ° for improved foundation ground where wall is to bear.

(J1.6)

Actual ø_r ≥ 34° and the total unit weight, Ɣ_r = _____pcf for the select granular backfill (reinforced backfill and wedge area backfill) for structural systems. Contractor shall identify source of select granular backfill material, submit proctor in accordance with AASHTO T 99 (ASTM D698) and gradation with the shop drawings. When backfill material is too coarse to develop a proctor curve the contractor shall determine the maximum dry density (relative density) in accordance with ASTM D4253 and ASTM D 4254 and assume percent passing the 200 sieve for optimum water content.

Total unit weight, Ɣ_r = (95% compaction) x (maximum dry density) x (1 + optimum water content)

(J1.7)

Design Ф_r = 34° for the select granular backfill (reinforced backfill) only for structural systems.

(J1.8)

All concrete for leveling pad and coping shall be Class B or B-1 with f'_c = 4000 psi.

(J1.10) For epoxy coated reinforcement requirements, see EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements.

Panel and coping (or capstone) reinforcement shall be epoxy coated.

(J1.11)

Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.

(J1.12a)

A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.

(J1.12b) Use for all large block walls.

Minimum 18” wide geotextile strips shall be centered at vertical and horizontal joints of panel. Geotextile material shall be adhered to back face of panel using an adhesive compound supplied by the manufacturer. All edges of each fabric strip shall provide a positive seal. A minimum 18” overlap shall be provided between spliced filter fabric.

(J1.13)

Coping shall be required on this structure unless a small block system is used. Bond breaker (roofing felt or other approved alternate) between wall panel and coping required if coping is cast in place.

(J1.13a)

Wall contractor shall show the following items on the design drawings and/or on the fabricator shop drawings.

1. Leveling pad horizontal.

2. Leveling pad length and step elevations shall be based on wall manufacture’s recommendation. Top of leveling pad elevations shall not be higher than theoretical top of leveling pad elevations shown on these plans.

For Battered Small Block Walls

(J1.14)

The top and bottom elevations are given for a vertical wall. If a battered small block wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.

The baseline of the wall shown is for a vertical wall. If a battered wall system is used, this baseline shall correspond to Elevation         .

For Walls Near Bridge Abutments (Responsibility of Bridge Division)

(J1.15)

The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)

PREQUALIFIED MSE WALL SYSTEMS

(J1.16) [MS Cell]

MSE Wall Systems Data Table
Proprietary Wall Systems		Combination Wall Systems
Manufacturer	System	Facing Unit Manufacturer	Facing Unit	Geogrid Manufacturer	Geogrid
MSE Wall Systems Data Table is to be completed by MoDOT construction personnel to record the manufacturer of the proprietary wall system or the manufacturers of the combination wall system that was used for constructing the MSE wall.

(J1.17) Use for all large block walls or if small block walls are to be built vertical.

The MSE wall system shall be built vertical.

(J1.18) Use where only a small or large block wall shall be used. Do not use note where either a small or large block may be used.

The MSE wall system shall be a small large block wall system.

(J1.19)

Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.

(J1.19a)

Minimum __ diameter perforated PVC or PE pipe.

(J1.20)

Manufacturer shall show drain details on design plans to be submitted as shown on MoDOT MSE wall plans and/or roadway plans.

(J1.20a)

Select granular backfill shall extend a minimum of 12" beyond the end of all soil reinforcement. Where the angle, Ɵ, between the retained backfill excavation/fill line and the horizontal is less than 90°, the wedge area backfill between Ɵ and 90° shall be filled with select granular backfill for structural systems meeting the requirements of Section 1010.

- For (45°+ Ф_b/3) < Ɵ ≤ 90°, properties for retained backfill shall be used for active force computations.

- For Ɵ ≤ (45°+ Ф_b/3), contractor shall have the option to use properties for select granular backfill, Ф_r, or better aggregate material, Ф_w for active force computations in the wedge area backfill. For active force computations, the angle of internal friction for wedge area backfill material, Ф_r or Ф_w, shall be limited to 34° unless determined otherwise in accordance with Section 1010. If Ф_r or Ф_w > 34° is desired for wedge area backfill then test report shall be submitted with manufacturer's design plans. Ф_r or Ф_w shall not be greater than 40°. Final configuration of this option shall be sent to Geotechnical Section for a new overall global stability analysis. Design Ф_w shall be shown on manufacturer's plans if used.

The slope excavation line shall be benched and separation geotextile shall be placed between the retained backfill and either select granular backfill or better aggregate material, and between the select granular backfill and better aggregate material.

Show range of acceptable theta (Ɵ) angle on shop drawings which must be consistent with design computations and proposed construction of wall. Show active force computation properties on shop drawings and in design computations. Coordination between wall designer (manufacturer) and contractor is required before shop drawing submittal.

Material Properties Used In Design
Reinforced Fill/Select Granular Backfill		Active Force Computations		Foundation
ф°	γ (pcf)	ф°	γ (pcf)	ф°

MSE Wall designer shall include table on shop drawings and provide values used in the design computations.

Use for all large block walls.

(J1.21a) Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for level-up concrete shall be required, and provided by manufacturer. The dowels shall be field trimmed to clear the capstone by a minimum of 1 1/2 inches and a maximum of 2 1/2 inches.

(J1.21b) Aluminized soil reinforcement shall have edges coated with coating material per manufacturer.

(J1.21c) Use default values for the pullout friction factor, F*, in accordance with AASHTO figure 5.8.5.2A. For approved steel strips not shown in AASHTO figure 5.8.5.2A, use F* ≤ 2.0 at zero depth and F* ≤ Tan Ф_r at 20 feet depth and Ф_r design = 34°. F* values shall be shown on the manufacturer’s design plans.

(J1.22)

The MSE wall system shall be built in accordance with Sec 720.

(J1.23) Use for MSE Walls when there may be contact between dissimilar metals.

All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches.

(J1.24) Use for MSE Walls when there may be obstructions in reinforced soil mass.

The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle. Soil reinforcement shall clear the obstruction by at least 3 inches.

No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.

Where interference between the vertical obstruction and the soil reinforcement is unavoidable, the design of the wall near the obstruction may be modified using one of the alternatives in FHWA-NHI-10-24, Section 5.4.2. Show detail layout on the drawings. For wall designs with horizontal obstructions in reinforced soil mass, see FHWA-NHI-10-024, Section 5.4.3.

(J1.25) Use either or both allowable bearing pressure notes for foundation ground as determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report and use the following maximum applied bearing pressure note.

The allowable bearing pressure for unimproved foundation ground _____ ksf.

The allowable bearing pressure for improved foundation ground _____ ksf.

The maximum applied bearing pressure for the controlling design case at the foundation level shall be shown on the manufacturer’s design plans where the maximum applied bearing pressure ≤ allowable bearing pressure. For seismic design the maximum applied bearing pressure ≤ two times the allowable bearing pressure.

(J1.25a) Use when limits of improved foundation ground required by Geotechnical Section.

Limits of improved foundation ground and allowable bearing pressure shall not be adjusted from that as shown on the plans.

For Small Block Walls

(J1.26) Permanent shims for Small block MSE wall:

Shims will be sparingly allowed to maintain horizontal and vertical control. The preferable shim shall be made of a plastic material that will not rust, stain, rot or leach onto the concrete and has a minimum compressive strength equal to block wall unit. Steel or wood shims will not be allowed. Shims shall not exceed 3/16” in thickness and shall distribute load in order to not induce stress into block wall units. No shim shall be used between the concrete leveling pad and the base course of the block wall.

(J1.27)

Holes shall be 5/8” round and extend 4” into the third layer of blocks, recessed 2” deep by 1 1/2" round.

(J1.28)

Rods or reinforcing bars shall be secured by an approved resin anchor system in accordance with Sec 1039.

(J1.29)

Recess hole shall be backfilled with non-shrink cement grout.

Use for all MSE wall plans.

(J1.30)

Excavation quantities and pay items are given on the roadway plans. Excavation quantities are based on a soil reinforcement length of __ ft. The soil reinforcement length may very based upon the wall design selected by the contractor. Plan excavation quantities will be paid regardless of any actual quantities removed based on the soil reinforcement length and design selected.

(J1.31) Use when interior angle between two walls is less than or equal to 70°.

When interior angle between two walls is less than or equal to 70°, the affected portion of the MSE wall shall be designed as an internally tied bin structure with at-rest earth pressure coefficients. For additional design steps see (FHWA NHI-10-024).

(J1.32)

Contractor shall modify the drain details as shown if it will improve flow as may be the case for a stepped leveling pad, and for an uneven ground line (approval of the engineer required).

K. Approach Slab Notes (Notes for Bridge Standard Drawings)

K1. General

(K1.1) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).

All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (f'_c = 4,000 psi).

(K1.2)

All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.

(K1.3) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).

The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with F_y = 60,000 psi.

(K1.4)

Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.

(K1.5.1) Use for Bridge Approach Slab (Major Road).

The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by lap splicing the #5 bars 29” or by mechanical bar splice.

(K1.5.2) Use for Bridge Approach Slab (Minor Road).

The reinforcing steel in the bridge approach slab shall be continuous. The transverse reinforcing steel may be made continuous by lap splicing the #4 bars 23” or by mechanical bar splice.

(K1.6) Use underline portion when mechanical bar splices are required due to staged construction.

Mechanical bar splices shall be in accordance with Sec 710. (Estimated ____ splices per slab)

(K1.7)

$\,*$ Seal joint between vertical face of approach slab and wing with sealant in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.

(K1.11)

The contractor shall pour and satisfactorily finish the bridge semi-deep slab before placing the bridge approach slab.

(K1.12)

Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge semi-deep slab.

(K1.13) Use for Bridge Approach Slab (Major Road)

Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Major Road) per square yard.

(K1.14a) Use for Bridge Approach Slab (Minor Road) – Concrete Slab Only

Payment for furnishing all materials, labor and excavation necessary to construct the concrete bridge approach slab, including the timber header, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor Road) per square yard.

(K1.14b) Use for Bridge Approach Slab (Minor Road) – Asphalt Slab Only

Payment for furnishing all materials, curb, labor and excavation necessary to construct the concrete asphalt bridge approach slab, including curb, underdrain, Type 5 aggregate base within the pay limits shown, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor Road) per square yard.

(K1.15) Use for Bridge Approach Slab (Major Road) and Bridge Approach Slab (Minor Road) – Concrete Slab Only

For concrete approach pavement details, see roadway plans.

(K1.16) Use for Bridge Approach Slab (Major Road)

See Missouri Standard Plan 609.00 for details of Type A curb.

(K1.17) Use for Bridge Approach Slab (Minor Road) – Asphalt Slab Only

See Missouri Standard Plan 609.00 for details of Type S curb.

(K1.18)

With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.

(K1.19) [MS Cell] Use boxed note for Bridge Approach Slab (Minor Road)

MoDOT Construction personnel will indicate the bridge approach slab used for this structure:
	□ Concrete Bridge Approach Slab
	□ Asphalt Bridge Approach Slab

(K1.20)

Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.