# Difference between revisions of "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

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

General Notes:
Design Specifications:
A1.1
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, SD1 = _
Acceleration Coefficient (effective peak ground acceleration coefficient), As = _
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, SD1 = _
Acceleration Coefficient (effective peak ground acceleration coefficient), As = _
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.

Use for all LRFD bridge and culvert final designs.

Vehicular = HL-93 minus lane load (1)
No Future Wearing Surface = 35 lb/sf
Earth = 120 lb/cf
Equivalent Fluid Pressure = (2)
Ø =

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)
Earth 120 lb/cf, Equivalent Fluid Pressure (2)
Ø =
Fatigue Stress - Case I Case II Case III

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.

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:
${\displaystyle \Box }$   Precast Concrete Box used
${\displaystyle \Box }$   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

(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 2nd 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 2nd 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
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 2nd 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 2nd 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 actuall