Difference between revisions of "751.50 Standard Detailing Notes"

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m (→‎H7. Slab Drains (Notes for Bridge Standard Drawings): Per BR, added note H7.8.2 to require epoxy-mastic primer coating on galvanized drain support brackets which come in contact with weathering steel beams/girders.)
m (→‎A4a. Structural Steel Protective Coatings: Per BR, provided additional options for System I structural steel protective coatings.)
(32 intermediate revisions by the same user not shown)
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== A. General Notes ==
 
== A. General Notes ==
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
=== A1. Design Specifications, Loadings & Unit Stresses and Standard Plans===
  
 
'''The format for these notes as they would appear on the plans is as follows with the indention shown being optional. For notes applicable to MSE walls see [[#J. MSE Wall Notes (Notes for Bridge Standard Drawings)|J. MSE Wall 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 (Notes for Bridge Standard Drawings)|J. MSE Wall Notes]].'''
Line 26: Line 26:
 
::''' Design Unit Stresses:'''
 
::''' Design Unit Stresses:'''
 
::: A1.3  
 
::: A1.3  
 +
 +
::'''Standard Plans: '''
 +
:::A1.4
 +
  
 
'''(A1.1) Design Specifications: '''
 
'''(A1.1) Design Specifications: '''
Line 65: Line 69:
 
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 
<div id="(A1.2) Design Loading:"></div>
 
<div id="(A1.2) Design Loading:"></div>
 +
  
 
'''(A1.2) Design Loading:'''
 
'''(A1.2) Design Loading:'''
Line 159: Line 164:
 
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.
 
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.
  
 +
<div id="(A1.4) Standard Plans:"></div>
 +
'''(A1.4) Use for structural design information only.'''
 +
:::'''Standard Plans:'''
 +
::::703.37, 703.85, 703.86, and 703.87
 +
 +
<center>
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
 +
|-
 +
|Guidance: <br/>
 +
- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).<br/>
 +
- 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.<br/>
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
! style="background:#BEBEBE"| Standard Plan!! style="background:#BEBEBE"|When Applicable
 +
|-
 +
|703.10 thru 703.87 ||width="300"|Culvert Standards in Accordance with [[750.7 Non-Hydraulic Considerations#750.7.4.1 Standard Plans|EPG 750.7.4.1 Standard Plans ]]
 +
</center>
 +
|}
 +
</center><br/>
 +
- Examples for exclusion (no need to include):<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 606.60: guardrail transition – roadway item<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 706.35 Bar Supports for Concrete Reinforcement<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction<br/>
 +
|}
 +
</center>
 
=== A2. Concrete Box Culverts and Other Type Structures ===
 
=== A2. Concrete Box Culverts and Other Type Structures ===
  
Line 219: Line 252:
  
 
'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 under the Transverse Joint Detail. <font color="purple">[MS Cell]</font color="purple"> The detail and these notes are not needed if an appropriate standard plan is referenced.'''
 
'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 under the Transverse Joint Detail. <font color="purple">[MS Cell]</font color="purple"> The detail and these notes are not needed if an appropriate standard plan is referenced.'''
 
+
<div id="(A2.9)"></div>
 
'''(A2.9)'''
 
'''(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 subsurface drainage 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.
+
: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.
 
<div id="(A2.10)"></div>
 
<div id="(A2.10)"></div>
  
Line 317: Line 350:
 
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
 
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
  
'''(A4a1.1) '''
+
'''(A4a1.1) Use the 2<sup>nd</sup> 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 <u>G</u> <u>I</u> in accordance with Sec 1081.
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finish Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
 
'''(A4a1.2)  '''
 
'''(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. Tint of the prime coat for System <u>G</u> <u>I</u> shall be similar to the color of the field coat to be used.  
+
: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.'''
  
'''(A4a1.3) The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence'''.
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 +
 
 +
'''(A4a1.4) The coating color shall be as specified on the Design Layout. When note (A4a1.3) is used, omit the 2<sup>nd</sup> sentence'''.
  
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.  
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.  
  
'''(A4a1.4) When System I is specified and if finish coat only is required, omit the underlined part.'''
+
'''(A4a1.5) When note (A4a1.3) is used, omit the underlined part.'''
  
 
:At the option of the contractor, the <u>intermediate field coat and</u> 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.  
 
:At the option of the contractor, the <u>intermediate field coat and</u> 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.  
  
'''(A4a1.5) Use for structures with Access Doors'''
+
'''(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.  
 
: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.  
  
'''(A4a1.6) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
+
'''(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.  
 
: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.  
  
'''(A4a1.7)'''
 
 
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.3.3.1.4.
 
 
<div id="(A4a1.8.1) Place"></div>
 
<div id="(A4a1.8.1) Place"></div>
 
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
 
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
Line 385: Line 419:
 
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''  
 
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''  
  
'''(A4a1.9)'''  
+
'''(A4a1.9) Use the 2<sup>nd</sup> 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 <u>G</u> <u>I</u> in accordance with Sec 1081.
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
 
'''(A4a1.10)'''
 
'''(A4a1.10)'''
Line 395: Line 429:
 
'''(A4a1.11) '''
 
'''(A4a1.11) '''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer. Tint of the prime coat for System <u>G</u> <u>I</u> shall be similar to the color of the field coat to be used.
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer.
  
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence.'''
+
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When note (A4a1.13) is used, omit the 2<sup>nd</sup> sentence.'''
  
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
 
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
  
'''(A4a1.13) Use for recoating truss bridges.  '''
+
'''(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.  '''
  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"  
Line 472: Line 510:
 
'''(A4a2.12) '''
 
'''(A4a2.12) '''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>. Tint of the prime coat for System H shall be similar to the color of the field coat to be used.
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>.
  
 
'''(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. '''
 
'''(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. '''
Line 1,029: Line 1,067:
 
Place the C2a notes below or near the table "'''Bill of Reinforcing Steel - Each <u>Girder</u> <u>Beam</u>'''" or under the heading "'''Reinforcing Steel'''" when appropriate.  
 
Place the C2a notes below or near the table "'''Bill of Reinforcing Steel - Each <u>Girder</u> <u>Beam</u>'''" or under the heading "'''Reinforcing Steel'''" when appropriate.  
  
'''(C2a.1) '''
+
'''(C2a.1) Use underline portion when bending diagrams are detailed as such.'''
:All dimensions are out to out.  
+
:All dimensions are out to out. <u>Use symmetry for dimensions not shown.</u>
  
 
'''(C2a.2) '''
 
'''(C2a.2) '''
Line 1,050: Line 1,088:
 
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T.  '''
 
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T.  '''
 
:All <u>bar</u> reinforcement shall be Grade 60.   
 
:All <u>bar</u> reinforcement shall be Grade 60.   
 
'''(C2b.11) Use only for NU-girders and Double T.  '''
 
:Welded Wire Reinforcement (WWR) shall be in accordance with AASHTO M 221.
 
  
 
'''(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders.  '''
 
'''(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.  
 
:The two D1 bars may be furnished as one bar at the fabricator's option.  
  
'''(C2b.30) Use for all girders and beams except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exists.  '''
+
'''(C2b.30) Use for all girders except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exist.  '''
  
 
:All B1 <u>and C1</u> bars shall be epoxy coated.   
 
:All B1 <u>and C1</u> bars shall be epoxy coated.   
Line 1,066: Line 1,101:
 
'''(C2b.32) Use only for double-tee girders.  '''
 
'''(C2b.32) Use only for double-tee girders.  '''
 
:All S and U reinforcing bars shall be epoxy coated.  
 
:All S and U reinforcing bars shall be epoxy coated.  
 +
 +
'''(C2b.33) Use only for spread and adjacent beams.'''
 +
:All S2 bars shall be epoxy coated.
 
   
 
   
 
'''C2c. Additional Notes for Prestressed Panels '''
 
'''C2c. Additional Notes for Prestressed Panels '''
Line 1,507: Line 1,545:
 
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
 
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
  
'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
+
'''(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.'''  
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D. '''
 +
:The hooks of vertical bars embedded in the beam cap shall not be turned outward, away from the column core.
  
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
Line 1,652: Line 1,693:
 
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
 
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
  
'''(G5a9)'''
+
'''(G5a9a) Use the following note for seismic category A'''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the pile core, is not preferred for Seismic Category B, C, or D.  
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G5a9b) Use the following note for seismic category B, C or D '''
 +
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
  
 
'''(G5a10)'''
 
'''(G5a10)'''
:The hooks of V-Bars embedded in the pile cap footing should be oriented outward for all seismic categories.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
 
'''(G5a11)'''  
 
'''(G5a11)'''  
Line 1,666: Line 1,710:
 
'''(G5a13) '''
 
'''(G5a13) '''
 
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
 
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
 +
 +
'''(G5a14) '''
 +
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
 +
  
  
Line 1,688: Line 1,736:
 
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.  
 
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.  
  
'''(G5b7)'''
+
'''(G5b7a) Use the following note for seismic category A'''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the pile core, is not preferred for Seismic Category B, C, or D.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G5b7b) Use the following note for seismic category B, C or D'''
 +
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
  
 
'''(G5b8)'''
 
'''(G5b8)'''
:The hooks of V-Bars embedded in the pile cap footing should be oriented outward for all seismic categories.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
 
'''(G5b9)'''
 
'''(G5b9)'''
Line 1,699: Line 1,750:
 
'''(G5b10)'''
 
'''(G5b10)'''
 
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
 
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
 +
 +
'''(G5b11)'''
 +
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
 +
  
 
===G6. As-Built Pile and Drilled Shaft Data===  
 
===G6. As-Built Pile and Drilled Shaft Data===  
Line 1,773: Line 1,828:
  
 
'''(H1.5)'''
 
'''(H1.5)'''
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, <u>barrier,</u> <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
+
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, barrier, <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
  
 
'''(H1.6)'''
 
'''(H1.6)'''
Line 1,779: Line 1,834:
  
 
'''(H1.6.1)'''
 
'''(H1.6.1)'''
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier</u>.
+
:Dead load deflection includes weight of structural steel, concrete slab, and barrier.
  
  
Line 1,791: Line 1,846:
  
 
'''Place the following notes near detail of bolted field splice:'''
 
'''Place the following notes near detail of bolted field splice:'''
 +
<div id="(H1.8) Include underline"></div>
 +
'''(H1.8) Include underline portion for Class C or D faying surfaces.  Class B is standard and included in Spec Book 1081.10.3.10.1.'''
 +
 +
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation. <u>The surface condition factor shall be for Class</u> <u>C</u> <u>D</u> <u>with coefficient of</u> <u>0.30.</u> <u>0.45.</u>
  
'''(H1.8)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
+
|-
 +
|colspan="2"|'''Guidance:'''   MoDOT typically uses Class B.
 +
|-
 +
|width="150" valign="top"|Class A Surface: ||Unpainted clean mill scale, and blast-cleaned surfaces with Class A coatings. Surface condition factor = 0.30 (Not used by MoDOT)
 +
|-
 +
|valign="top"|Class B Surface: ||Unpainted blast-cleaned surfaces to SSPC-SP 6 or better, and blast-cleaned surfaces with Class B coatings (inorganic zinc primer), or unsealed pure zinc or 85/15 zinc/aluminum thermal-sprayed coatings with a thickness less than or equal to 16 mils. Surface condition factor = 0.50
 +
|-
 +
|valign="top"|Class C Surface: ||Hot-dip galvanized surfaces. Surface condition factor = 0.30
 +
|-
 +
|valign="top"|Class D Surface:||Blast-cleaned surfaces with Class D coatings (organic zinc-rich primer). Surface condition factor = 0.45
 +
|}
  
 
'''(H1.8.1)'''
 
'''(H1.8.1)'''
Line 2,218: Line 2,287:
 
==== H2c. Prestressed Girders and Beams====
 
==== H2c. Prestressed Girders and Beams====
  
'''H2c1. Notes for all Girders and Beams '''
+
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''  
 
 
'''Place general notes H2c1.1 thru H2c1.15 where space allows. '''
 
  
 
'''(H2c1.1)'''
 
'''(H2c1.1)'''
 
:Concrete for prestressed <u>girders</u> <u>beams</u> shall be Class A-1 with f'<sub>c</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and f'<sub>ci</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
 
:Concrete for prestressed <u>girders</u> <u>beams</u> shall be Class A-1 with f'<sub>c</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and f'<sub>ci</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
 
'''(H2c1.2)'''
 
:(+) indicates prestressing strand.
 
  
 
'''(H2c1.3)'''
 
'''(H2c1.3)'''
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
+
:Use ___, <u>1/2</u> <u>0.6</u>"ø, Grade 270, strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
  
 
'''(H2c1.4) '''
 
'''(H2c1.4) '''
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, <u>1/2</u>  <u>0.6</u> inch diameter in accordance with AASHTO M 203, Grade 270.  Pretensioned members shall be in accordance with Sec 1029.
+
:Pretensioned members shall be in accordance with Sec 1029.
  
 
'''(H2c1.5) '''
 
'''(H2c1.5) '''
 
:Fabricator shall be responsible for location and design of lifting devices.  
 
:Fabricator shall be responsible for location and design of lifting devices.  
  
'''(H2c1.6) Use when the camber diagram is placed on another sheet. '''
+
'''(H2c1.7) All girders and beams except double-tee girders. Use top flange blockout for NU girders only.'''
:For <u>Girder</u> <u>Beam</u> Camber Diagram, see Sheet No. __.
+
:Exterior and interior <u>girders</u> <u>beams</u> are the same, except for coil ties <u>,</u> <u>and</u> <u>top flange blockout</u> <u>,</u> <u>and</u> <u>coil inserts for</u> <u>slab drains</u> <u>and</u> <u>holes for steel intermediate diaphragms</u> <u>and holes for #6 bar</u>.
 +
 +
'''(H2c1.9) Use when the camber diagram is placed on another sheet. '''
 +
:For <u>Girder</u> <u>Beam</u> Camber Diagram, see Sheet No. __.  
 +
 
 
<div id="(H2c1.10)"></div>
 
<div id="(H2c1.10)"></div>
 
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
 
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
Line 2,245: Line 2,313:
 
'''(H2c1.15) Use when slab drains are present.  Use <u>drain blockouts</u> for double-tee girders, otherwise use <u>coil inserts at slab drains</u>. '''
 
'''(H2c1.15) Use when slab drains are present.  Use <u>drain blockouts</u> for double-tee girders, otherwise use <u>coil inserts at slab drains</u>. '''
 
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
 
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
 
'''(H2c1.20) Place under the half elevation for all girders and beams except double-tee girders. Use top flange blockout for NU girders only. Use second sentence for NU girders only. Use third sentence for box beam structures only.'''
 
:Exterior and interior <u>girders</u> <u>beams</u> are the same, except for coil ties <u>,</u> <u>and</u> <u>top flange blockout</u> <u>,</u> <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate diaphragms</u> <u>and holes for #6 bar</u>. <u>Reinforcement support strands not shown for clarity. See Sheet No. __ for spacing of U1 and U2 bars.</u>
 
  
 
'''(H2c1.25) Place near vent hole details for stream crossings only for girder structures. Use <u>(one end only)</u> for flat grades otherwise use <u>upgrade</u>. '''
 
'''(H2c1.25) Place near vent hole details for stream crossings only for girder structures. Use <u>(one end only)</u> for flat grades otherwise use <u>upgrade</u>. '''
 
:Place vent holes at or near <u>upgrade</u> 1/3 point of girders <u>(one end only)</u> and clear reinforcing steel and strands by 1 1/2" minimum <u>and steel intermediate diaphragms bolt connection by 6" minimum</u>.   
 
:Place vent holes at or near <u>upgrade</u> 1/3 point of girders <u>(one end only)</u> and clear reinforcing steel and strands by 1 1/2" minimum <u>and steel intermediate diaphragms bolt connection by 6" minimum</u>.   
  
'''Place notes H2c1.30 and H2c1.31 near the bearing plate details.  '''
 
 
 
'''(H2c1.30) '''
 
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
 
 
'''(H2c1.31) '''
 
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed <u>girder</u> <u>beam</u> will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Spread Box Beam</u> <u>Adjacent Box Beam</u> <u>Spread Voided Slab Beam</u> <u>Adjacent Voided Slab Beam</u> <u>Solid Slab Beam</u>.
 
 
'''Place notes H2c1.35 thru H2c1.39 near the coil tie details.  Double-Tee girders and adjacent beams do not use coil ties.  '''
 
 
'''(H2c1.35) Use with end spans when both interior and exterior girders or beams are detailed on the same sheet and the 2’-6”long tie rod will not fit in the exterior diaphragm portion. Place *** at the end of the note specifying the centerlines of the coil tie rods.  '''
 
 
: '''***''' Length of coil tie rods at exterior face of exterior <u>girders</u> <u>beams</u> at end bents =  '- ". 
 
 
'''(H2c1.36) '''
 
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Spread Box Beam</u> <u>Spread Voided Slab Beam</u>. 
 
 
'''(H2c1.37) '''
 
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until <u>girders</u> <u>beams</u> are erected, then replaced by coil tie rods.
 
 
<div id="(H2c1.38)"></div>
 
<div id="(H2c1.38)"></div>
 
'''(H2c1.38) Use <u>and #6 bars</u> for Bulb-Tee girders and NU-girders. '''
 
'''(H2c1.38) Use <u>and #6 bars</u> for Bulb-Tee girders and NU-girders. '''
 
:For location of coil ties <u>and #6 bars</u> at concrete bent diaphragms, see Sheet<u>s</u> No. __<u>and</u> __.   
 
:For location of coil ties <u>and #6 bars</u> at concrete bent diaphragms, see Sheet<u>s</u> No. __<u>and</u> __.   
  
'''(H2c1.39) Use for Bulb-Tee girders and NU-girders. '''
+
'''(H2c1.39) Place note near coil tie detail for Bulb-Tee girders and NU-girders '''
 
:Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.  
 
:Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.  
 
   
 
   
'''(H2c1.40) Use for P/S I-girders and prestressed panel slabs except NU-girders. Place * at the top corners of the girder in the girder dimensions detail. Use <u>1 1/2" to 1 3/4"</u> for Type 2, 3 and 4 P/S I-girders. Use <u>3" to 3 1/4"</u> for bulb-tee girders and Type 6 P/S I-girders. '''  
+
'''(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).'''
: '''*'''  At contractor's option a <u>1 1/2" to 1 3/4"</u> <u>3" to 3 1/4"</u> smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.  
+
:All strands are fully bonded unless otherwise noted.
  
'''Place notes H2c1.45 and H2c1.46 near the strand details at girder ends. '''
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
 +
:Prestressing strands at End Bents No. __ and __ <u>and Intermediate</u> <u>Bents</u> No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.
  
'''(H2c1.45) Use when the bottom strands are not all bent-up.  Place ** at the end of the note specifying which strands are bent-up.  '''
 
: '''**''' At the contractor's option the location for bent-up strands may be varied from that shown for fully bonded strands only. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.
 
  
'''(H2c1.46) Use with non-integral bents only.  Adjust the details accordingly. '''
+
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''  
:Prestressing strands at End Bents No. __ and __ <u>and Intermediate</u> <u>Bents</u> No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted. 
 
 
 
 
 
'''H2c2. Additional NU-Girder Notes'''
 
 
 
'''Place general notes H2c2.2 and H2c2.3 with H2c1 general notes where space allows. '''
 
  
 
<div id="(H2c2.2)"></div>
 
<div id="(H2c2.2)"></div>
 
'''(H2c2.2) Use for NU 35 and NU 43 only '''
 
'''(H2c2.2) Use for NU 35 and NU 43 only '''
:The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder. 
+
:The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders.  
  
 
'''(H2c2.3) '''
 
'''(H2c2.3) '''
Line 2,302: Line 2,341:
  
 
<div id="(H2c2.10)"></div>
 
<div id="(H2c2.10)"></div>
'''(H2c2.10) Place near girder dimensions detail. Place * at the top corners of the girder in the girder dimensions detail. Remove underline part for CIP slabs. '''
 
: '''*''' Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Apply two layers of 30-lb roofing felt as a bond breaker to this region only <u>excluding where joint filler is applied</u>. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface. 
 
  
 
+
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes. '''
'''H2c3. Additional Double-Tee Girder Notes '''
 
 
 
'''Place general notes H2c3.1 thru H2c3.6 with H2c1 general notes where space allows. '''
 
  
 
'''(H2c3.1) '''
 
'''(H2c3.1) '''
Line 2,338: Line 2,372:
 
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
 
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
  
'''H2c4. Additional Prestressed Concrete Box Beam Notes'''
+
'''H2c4. Blank'''
 
 
'''(H2c4.1) Place near strand arrangement detail. Place * at the top corners of the beam in the strand arrangement detail. Remove underline part for CIP slabs. '''
 
: * Beam top flange shall be steel troweled to a smooth finish for 9” at the edges, as shown. Apply two layers of 30-lb roofing felt as a bond breaker to this region only <u>excluding where joint filler is applied</u>. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
 
 
 
'''(H2c4.3) '''
 
:3/4”ø drain holes shall be provided at each end of each void, and shall be kept open at all times.
 
 
 
'''(H2c4.4) '''
 
:Beams shall be kept upright at all times. Support shall be within 12 inches of the ends only.
 
 
 
'''(H2c4.5) '''
 
:Void filler shall be non-absorptive cellular polystyrene, according to ASTM C 578, designed to withstand the forces imposed upon them during fabrication without substantial deformation such as bulging, sagging, or collapsing. Cardboard void filler will not be allowed. The outside dimensions of void filler shall be as shown on the plans. When two or more sections of void filler are used to make up a required length, they shall be effectively taped or spliced together.
 
 
'''(H2c4.6) '''
 
:Beams shall be finished similarly in accordance with Sec 1029, except as noted.
 
  
  
Line 2,426: Line 2,445:
  
 
'''(H3.2)'''
 
'''(H3.2)'''
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.
+
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 
'''(H3.3)'''
 
'''(H3.3)'''
Line 2,444: Line 2,463:
  
 
'''(H3.7)'''
 
'''(H3.7)'''
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.  
+
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].  
  
 
'''(H3.8)'''
 
'''(H3.8)'''
Line 2,469: Line 2,488:
  
 
'''(H3.16''')
 
'''(H3.16''')
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.
+
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 
'''(H3.17)'''
 
'''(H3.17)'''
Line 2,497: Line 2,516:
 
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
 
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
  
'''(H3.26)'''
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
:Anchor bolts and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.
+
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 
'''(H3.27)'''
 
'''(H3.27)'''
Line 2,507: Line 2,526:
  
  
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
  
 
'''(H3.29)  Use grade per Design Comps.'''
 
'''(H3.29)  Use grade per Design Comps.'''
 
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating.
 
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating.
  
 
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081.10.3.4].'''
 
<div id="(H3.29.1)"></div>
 
<div id="(H3.29.1)"></div>
 
'''(H3.29.1)'''
 
'''(H3.29.1)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.  
+
:Structural steel for sole plate shall be ASTM A709 Grade 50W <u>and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating</u>.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 +
<div id="(H3.29.2)"></div>
 +
'''Use the following note when steel superstructure is galvanized. '''
 +
 
 +
'''(H3.29.2)'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. The stainless steel plate shall be protected from galvanizing.  Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
 
'''(H3.30)'''
 
'''(H3.30)'''
Line 2,535: Line 2,559:
 
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
 
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
  
'''(H3.46)'''
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
:Anchor bolts and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.
+
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 
'''(H3.47)'''
 
'''(H3.47)'''
Line 2,544: Line 2,568:
 
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
 
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
  
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized. '''
 
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 
+
<div id="(H3.49.1) Use when ASTM A709 Grade 50W steel"></div>
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081.10.3.4].'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.  
+
:Structural steel for sole plate shall be ASTM A709 Grade 50W <u>and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum</u>.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 +
<div id="(H3.49.2)"></div>
 +
'''(H3.49.2) Use the following note when steel superstructure is galvanized.'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
 
'''(H3.50)'''
 
'''(H3.50)'''
Line 2,652: Line 2,679:
 
'''(H3.92)'''
 
'''(H3.92)'''
  
Anchor bolts and hardened washers shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with Sec 1080.
+
Anchor bolts and hardened washers shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
 
   
 
   
 
'''(H3.93)'''
 
'''(H3.93)'''
Line 2,777: Line 2,804:
 
'''(H5.6)'''
 
'''(H5.6)'''
 
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
 
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
 
+
<div id="(H5.7)"></div>
'''(H5.7)  Use note for steel structures.'''
+
'''(H5.7)  Use note for steel structures. Use underlined portion when drainage trough is used.'''  
:All holes shown for connections to be subpunched 11/16"&oslash; (shop or field drill) and reamed to 13/16"&oslash; in field.
+
:All holes shown for connections shall be subpunched 11/16-inch diameter (shop or field drill) and reamed to 13/16-inch diameter in field, except holes in members that will be used as templates <u>and holes for the drainage trough</u> may be drilled to 13/16-inch diameter in the shop. For multi-piece connections, only the holes in the template member may be drilled to 13/16-inch diameter in the shop.
  
 
'''(H5.8)  Place note near "Plan of Slab".'''
 
'''(H5.8)  Place note near "Plan of Slab".'''
Line 2,854: Line 2,881:
  
 
'''(H5.40)'''
 
'''(H5.40)'''
:MoDOT Construction personnel will indicate the preformed compression seal expansion joint system installed.
+
:MoDOT Construction personnel will record the manufacturer and seal name that was used.
  
 
==== H5d. Strip Seal ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|Notes for Bridge Standard Drawings]])====
 
==== H5d. Strip Seal ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|Notes for Bridge Standard Drawings]])====
Line 2,890: Line 2,917:
  
 
'''(H5.56)'''
 
'''(H5.56)'''
:The preformed silicone or EPDM seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.  
+
:The seal shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.  
  
 
'''(H5.58)'''  
 
'''(H5.58)'''  
Line 2,896: Line 2,923:
  
 
'''(H5.59)'''
 
'''(H5.59)'''
:MoDOT Construction personnel will indicate the preformed silicone or EPDM seal expansion joint system installed.
+
:MoDOT Construction personnel will indicate the type of seal used.
  
 
'''(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal. '''
 
'''(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal. '''
Line 2,903: Line 2,930:
 
'''(H5.61) Use this note when joint gap (opening) is wider than 3”.'''
 
'''(H5.61) Use this note when joint gap (opening) is wider than 3”.'''
 
:Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.
 
:Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.
 +
 +
====H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)====
 +
 +
'''(H5.62)'''
 +
:Open cell foam joint seal size (width and depth) shall be determined by the manufacturer.
 +
:Manufacturer recommended seal size shall meet the movement and installation gap requirements and skew effect.
 +
 +
'''(H5.63)'''
 +
:The open cell foam joint seal shall be installed according to the manufacturer's recommendations.
 +
 +
'''(H5.64)'''
 +
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.
 +
 +
'''(H5.65)'''
 +
:MoDOT construction personnel will record the manufacturer and seal name that was used.
  
 
=== H6. Pouring and Finishing Concrete Slabs ===
 
=== H6. Pouring and Finishing Concrete Slabs ===
Line 3,105: Line 3,147:
  
 
'''(H9.12)  Use top plates instead of cap rail angles for temporary bridges.'''
 
'''(H9.12)  Use top plates instead of cap rail angles for temporary bridges.'''
:Posts, <u>cap rail angles,</u> <u>top plates,</u> <u>base</u> <u>bent</u> <u>post</u> plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.
+
:Posts, <u>cap rail angles,</u> <u>top plates,</u> <u>base</u> <u>bent</u> <u>post</u> plates, <u>blockouts,</u> channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.
 
<div id="(H9.13) Use for placement"></div>
 
<div id="(H9.13) Use for placement"></div>
  
Line 3,570: Line 3,612:
  
 
:The top of rock blanket shall be flush to the ground line as directed by the engineer. (Roadway Item)
 
:The top of rock blanket shall be flush to the ground line as directed by the engineer. (Roadway Item)
 +
<div id="(I1.71)  Use"></div>
 +
'''(I1.71)  Use only when specified on the Bridge Memo or Design Layout.'''
 +
 +
:Rubblized concrete from the existing bridge deck that qualifies as clean fill may be placed on spill slopes at end bents above ordinary high water line (Roadway item).
  
 
=== I2. Resin & Cone Anchors ===
 
=== I2. Resin & Cone Anchors ===
Line 3,706: Line 3,752:
 
::<u>c. Full depth repair</u>
 
::<u>c. Full depth repair</u>
 
:5. Place new wearing surface.
 
:5. Place new wearing surface.
 +
 +
===I4. Fiber Reinforced Polymer (FRP) Wrap - Bent Cap Shear Strengthening===
 +
 +
'''(I4.1)'''
 +
:Design force is the factored shear force at any cross section in each design region that shall be resisted entirely by the FRP reinforcement.
 +
 +
'''(I4.2)''' 
 +
:See special provisions.
  
 
== J. MSE Wall Notes (Notes for Bridge Standard Drawings)==
 
== J. MSE Wall Notes (Notes for Bridge Standard Drawings)==
Line 3,729: Line 3,783:
  
 
'''(J1.6)'''
 
'''(J1.6)'''
:Actual ø<sub>r</sub> &ge; 34&deg; for the select granular backfill (reinforced backfill and wedge area backfill) for structural systems.
+
:Actual ø<sub>r</sub> &ge; 34&deg; and the total unit weight, Ɣ<sub>r</sub> = _____pcf for the select granular backfill (reinforced backfill and wedge area backfill) for structural systems. Contractor shall identify source of select granular backfill material, submit proctor in accordance with AASHTO T 99 (ASTM D698) and gradation with the shop drawings. When backfill material is too coarse to develop a proctor curve the contractor shall determine the maximum dry density (relative density) in accordance with ASTM D4253 and ASTM D 4254 and assume percent passing the 200 sieve for optimum water content.
 +
 
 +
Total unit weight, Ɣ<sub>r</sub> = (95% compaction) x (maximum dry density) x (1 + optimum water content)
  
 
'''(J1.7)'''
 
'''(J1.7)'''
:Design ø<sub>r</sub> = 34&deg; for the select granular backfill (reinforced backfill) only for structural systems.
+
:Design Ф<sub>r</sub> = 34&deg; for the select granular backfill (reinforced backfill) only for structural systems.
  
 
'''(J1.8)'''
 
'''(J1.8)'''
Line 3,748: Line 3,804:
 
'''<u>(J1.12b) Use for all large block walls.</u>'''
 
'''<u>(J1.12b) Use for all large block walls.</u>'''
  
:Minimum 18” wide geotextile strips shall be centered at vertical and horizontal joints of panel. Geotextile material shall be adhered to back face of panel using an adhesive compound supplied by the manufacturer.  
+
:Minimum 18” wide geotextile strips shall be centered at vertical and horizontal joints of panel. Geotextile material shall be adhered to back face of panel using an adhesive compound supplied by the manufacturer. All edges of each fabric strip shall provide a positive seal. A minimum 18” overlap shall be provided between spliced filter fabric.  
  
 
'''(J1.13)'''
 
'''(J1.13)'''
Line 3,839: Line 3,895:
 
:Select granular backfill shall extend a minimum of 12" beyond the end of all soil reinforcement. Where the angle, Ɵ, between the retained backfill excavation/fill line and the horizontal is less than 90°, the wedge area backfill between Ɵ and 90° shall be filled with select granular backfill for structural systems meeting the requirements of Section 1010.
 
:Select granular backfill shall extend a minimum of 12" beyond the end of all soil reinforcement. Where the angle, Ɵ, between the retained backfill excavation/fill line and the horizontal is less than 90°, the wedge area backfill between Ɵ and 90° shall be filled with select granular backfill for structural systems meeting the requirements of Section 1010.
  
::- For (45°+ Ф<sub>b</sub>/2) < Ɵ ≤ 90°, properties for retained backfill shall be used for active force computations.
+
::- For (45°+ Ф<sub>b</sub>/3) < Ɵ ≤ 90°, properties for retained backfill shall be used for active force computations.
  
::- For Ɵ ≤ (45°+ Ф<sub>b</sub>/2), contractor shall have the option to use properties for select granular backfill, Ф<sub>r</sub>, or better aggregate material, Ф<sub>w</sub> for active force computations in the wedge area backfill. For active force computations, the angle of internal friction for wedge area backfill material, Ф<sub>r</sub> or Ф<sub>w</sub>, shall be limited to 34° unless determined otherwise in accordance with Section 1010. If Ф<sub>r</sub> or Ф<sub>w</sub> > 34° is desired for wedge area backfill then test report shall be submitted with manufacturer's design plans.  Ф<sub>r</sub> or Ф<sub>w</sub> shall not be greater than 40°. Final configuration of this option shall be sent to Geotechnical Section for a new overall global stability analysis. Design Ф<sub>w</sub> shall be shown on manufacturer's plans if used.   
+
::- For Ɵ ≤ (45°+ Ф<sub>b</sub>/3), contractor shall have the option to use properties for select granular backfill, Ф<sub>r</sub>, or better aggregate material, Ф<sub>w</sub> for active force computations in the wedge area backfill. For active force computations, the angle of internal friction for wedge area backfill material, Ф<sub>r</sub> or Ф<sub>w</sub>, shall be limited to 34° unless determined otherwise in accordance with Section 1010. If Ф<sub>r</sub> or Ф<sub>w</sub> > 34° is desired for wedge area backfill then test report shall be submitted with manufacturer's design plans.  Ф<sub>r</sub> or Ф<sub>w</sub> shall not be greater than 40°. Final configuration of this option shall be sent to Geotechnical Section for a new overall global stability analysis. Design Ф<sub>w</sub> shall be shown on manufacturer's plans if used.   
  
 
:The slope excavation line shall be benched and separation geotextile shall be placed between the retained backfill and either select granular backfill or better aggregate material, and between the select granular backfill and better aggregate material.
 
:The slope excavation line shall be benched and separation geotextile shall be placed between the retained backfill and either select granular backfill or better aggregate material, and between the select granular backfill and better aggregate material.
  
:Show range of acceptable theta (Ɵ) angle on shop drawings which must be consistent with design computations and proposed construction of wall. Coordination between wall designer (manufacturer) and contractor is required before shop drawing submittal.
+
:Show range of acceptable theta (Ɵ) angle on shop drawings which must be consistent with design computations and proposed construction of wall. Show active force computation properties on shop drawings and in design computations. Coordination between wall designer (manufacturer) and contractor is required before shop drawing submittal.
 +
 
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="5" style="background:#BEBEBE"| Material Properties Used In Design
 +
|-
 +
!colspan="2" style="background:#BEBEBE"|Reinforced Fill/Select Granular Backfill!!colspan="2" style="background:#BEBEBE"|Active Force Computations!! style="background:#BEBEBE" width="125"|Foundation
 +
|-
 +
|width="80"|ф°||width="80"| γ (pcf)||width="80"| ф° ||width="80"|γ (pcf)||width="80"| ф°
 +
|-
 +
| || || || ||
 +
|}
 +
</center>
 +
 +
:MSE Wall designer shall include table on shop drawings and provide values used in the design computations.
  
 +
<div id="(J1.21a)"></div>
 
'''<u>Use for all large block walls.</u>'''
 
'''<u>Use for all large block walls.</u>'''
:<u>(J1.21a) Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone shall be required and as provided by manufacturer.</u>
+
:<u>(J1.21a) Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for level-up concrete shall be required, and provided by manufacturer.  The dowels shall be field trimmed to clear the capstone by a minimum of 1 1/2 inches and a  maximum of 2 1/2 inches.</u>
 
<div id="(J1.21b)"></div>
 
<div id="(J1.21b)"></div>
 
:(J1.21b) Aluminized soil reinforcement shall have edges coated with coating material per manufacturer.
 
:(J1.21b) Aluminized soil reinforcement shall have edges coated with coating material per manufacturer.
Line 3,860: Line 3,932:
 
:All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches.   
 
:All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches.   
  
'''(J1.24)  Use for MSE Walls when there may be vertical obstructions in reinforced soil mass.'''
+
'''(J1.24)  Use for MSE Walls when there may be obstructions in reinforced soil mass.'''
:The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle.
+
:The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle. Soil reinforcement shall clear the obstruction by at least 3 inches.  
  
 
:No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.
 
:No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.

Revision as of 10:16, 30 June 2021

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.


Contents

A. General Notes

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

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

General Notes:
Design Specifications:
A1.1
Design Loading:
A1.2
Design Unit Stresses:
A1.3
Standard Plans:
A1.4


(A1.1) Design Specifications:

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

2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions

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

2020 AASHTO LRFD Bridge Design Specifications (9th Ed.)
2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions (Seismic Seismic Details)
Seismic Design Category = _
Design earthquake response spectral acceleration coefficient at 1.0 second period, 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.


(A1.2) Design Loading:

Use for all LRFD bridge and culvert final designs.

Vehicular = HL-93 minus lane load (1)
No Future Wearing Surface = 35 lb/sf
Defense Transporter Erector Loading
Earth = 120 lb/cf
Equivalent Fluid Pressure = (2)
Ø =  
(3) Superstructure: Simply-Supported, Non-Composite for dead load.
Continuous Composite for live load.


Use for all LFD bridge final designs.

HS20-44 HS20 Modified (4) (5)
35 lb/sf No Future Wearing Surface
Military 24,000 lb Tandem Axle (5)
Defense Transporter Erector Loading (5)
Earth 120 lb/cf, Equivalent Fluid Pressure (2)
Ø =  
Fatigue Stress - Case I Case II Case III
(3) Superstructure: Simply-Supported, Non-Composite for dead load.
Continuous Composite for live load.

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

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

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

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

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

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


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

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


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

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

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

Standard Plans:
703.37, 703.85, 703.86, and 703.87
Guidance:

- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).
- Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features.

Standard Plan When Applicable
703.10 thru 703.87 Culvert Standards in Accordance with EPG 750.7.4.1 Standard Plans

- Examples for exclusion (no need to include):
   o Std. Plan 606.60: guardrail transition – roadway item
   o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.
   o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16
   o Std. Plan 706.35 Bar Supports for Concrete Reinforcement
   o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction

A2. Concrete Box Culverts and Other Type Structures

All Boxes

(A2.0) [MS Cell]

MoDOT Construction personnel will indicate the type of box culvert constructed:
      Precast Concrete Box used
      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 betwe