# 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 notes applicable to 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 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
${\displaystyle \,{\big \{}}$ Structural Steel Piles (     in.) linear foot
Class B Concrete cu. yard
Type D Barrier linear foot
Reinforcing Steel (Bridges) pound
${\displaystyle \,{\Bigg \{}}$

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

(B3.7)

${\displaystyle \,**}$ 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

${\displaystyle \,*}$ Note to Detailer:

If distance from stream face of exterior wall to exterior wall is ${\displaystyle \geq }$ 20' then should use (Culverts-Bridge) but if ${\displaystyle <}$ 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 AsphalticConcrete Wearing Surface Type of Wearing Surfacewith Asphalt Binder Type ${\displaystyle \,*}$ SP125BSM Mix with PG 76-22 ${\displaystyle \,*}$ SP125BLP Mix with PG 76-22 ${\displaystyle \,*}$ SP125BSM Mix with PG 70-22 ${\displaystyle \,*}$ SP125CLP Mix with PG 70-22 MoDOT construction personnel shall complete column labeled "Mix Used (√)".
 ${\displaystyle \,*}$ 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 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.

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
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
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 TestOn the plans, report the following definition(s) just below the foundation data table for CIP Pile:CECIP = Closed Ended Cast-In-Place concrete pileOECIP = Open Ended Cast-In-Place concrete pileOn 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 FactorsSpread 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.

Drilled Shafts

(E2.29) 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.

(E2.30) Note may not be required with drilled shafts for high mast tower lighting.

An additional 4 feet has been added to V-bar lengths and 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.

(E2.31) Note not required with drilled shafts for high mast tower lighting.

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

(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.

Drilling slurry, if used, shall require desanding.

(E2.33) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.

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

(E2.34) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.

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

### E3. Miscellaneous

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

All bents are parallel.

Boring Data

(E3.2) [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.

${\displaystyle \,*}$ 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 &