Difference between revisions of "751.50 Standard Detailing Notes"

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(Note B.32 - Stay-in-place forms are considered falsework for certified welders are not required.)
(→‎G7. Steel HP Pile: updated per RR3857 updated per RR3857)
 
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{|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="300px" align="right"
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|-
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|align="center"| '''Copying Detailing Notes from EPG to MicroStation Drawings'''
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|-
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|'''<font color="purple">[MS Cell]</font color="purple">''' in the standard detailing notes indicates those notes are available in MicroStation note cells because of the drawing associated with the note.
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|-
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|Please refer to  [[media:751.50 Copying Detailing Notes May 2014.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
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|}
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'''Underlined Portions of Notes:'''  Underlined portions of standard detailing notes that are not applicable may be omitted.
 +
 +
 
== A. General Notes ==
 
== 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 additional applicable notes for MSE walls, see [[#J. MSE Wall Notes (Notes for Bridge Standard Drawings)|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
 +
<div id="Use for all LRFD bridge final designs initiated"></div>
 +
'''Use for all LRFD bridge final designs initiated on or after June 1, 2020.'''
 +
 +
:::2020 AASHTO LRFD Bridge Design Specifications (9th Ed.) 
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u> 
 +
:::<u>Bridge Deck Rating = _(1)</u>
 +
 +
'''Use for all LRFD bridge final designs initiated before June 1, 2020.'''
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
:::2017 AASHTO LRFD Bridge Design Specifications (8th Ed.)
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''Omit parts not applicable; Omit parts underlined when not applicable.'''
+
'''Use for all LFD bridge final designs.'''
 +
:::2002 AASHTO LFD (17th Ed.) Standard Specifications
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''(A1.1) Use the following note on LRFD plans.'''
+
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 +
<div id="(A1.2) Design Loading:"></div>
  
'''GENERAL NOTES:'''
 
:'''Design Specifications:'''
 
::2007 - AASHTO LRFD 4th Edition and 2008 Interims
 
:::Load and Resistance Factor Design
 
::<u>2002 - AASHTO 17th Edition</u> (<u>Seismic</u> <u>Seismic Details</u>)
 
:::<u>Load Factor Design</u>
 
::Seismic Design Category = <u>&nbsp;&nbsp;</u>
 
::Seismic Peak Horizontal Ground Acceleration = <u>&nbsp;&nbsp;</u>
 
  
'''Use the following note on plans when repairing concrete deck.'''
+
'''(A1.2) Design Loading:'''
  
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
+
'''Use for all LRFD bridge and culvert final designs.'''
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>
+
::Vehicular = HL-93 <u>minus lane load</u> (1)
:'''Design Loading:'''
+
:: <u>No</u> <u>Future Wearing Surface</u> <u>= 35 lb/sf</u>
::<u>HL-93</u> (LRFD Superstructure, <u>LRFD</u> <u>LFD</u> Substructure)
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
 
::<u>Defense Transporter Erector Loading</u>
 
::<u>Defense Transporter Erector Loading</u>
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
+
::Earth = 120 lb/cf
 +
::Equivalent Fluid Pressure = <u>(2)</u>
 
::<u>Ø = &nbsp;</u>
 
::<u>Ø = &nbsp;</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load.<br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
  
'''Use the following note on LFD plans after July 2003 Letting.'''
+
'''Use for all LFD bridge final designs.'''
 
+
::<u>HS20-44</u> <u>HS20 Modified</u> <u>(4)</u> <u>(5)</u>  
'''GENERAL NOTES:'''
+
::<u>35 lb/sf</u> <u>No</u> Future Wearing Surface
:'''Design Specifications:'''
+
::<u>Military 24,000 lb Tandem Axle</u> <u>(5)</u>  
::2002 - AASHTO 17th Edition
+
::<u>Defense Transporter Erector Loading</u> <u>(5)</u>  
::Load Factor Design
+
::Earth 120 lb/cf, Equivalent Fluid Pressure <u>(2)</u>  
::Seismic Performance Category
 
::Acceleration Coefficient = <u>&nbsp;&nbsp;</u>
 
 
 
'''Use the following note on plans when repairing concrete deck.'''
 
 
 
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
 
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>  
 
:'''Design Loading:'''
 
::<u>HS20-44</u>
 
::<u>HS20 Modified</u>
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
::<u>Military 24,000# Tandem Axle</u>
 
::<u>Defense Transporter Erector Loading</u>
 
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
 
 
::<u>Ø =  &nbsp;</u>
 
::<u>Ø =  &nbsp;</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. <br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> 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).
  
  
  
'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''
+
'''(A1.3) Use for LRFD. (For ASD, LFD, and allowable stresses, see Development Section.)'''
  
:'''Design Unit Stresses:'''
+
::'''Design Unit Stresses:'''
 
::{|
 
::{|
|Class B Concrete (Substructure)||<u>fc = 1,200</u>||<u>f'c = 3,000</u>||psi
+
|Class B Concrete (Substructure)|| ||f'c = 3,000 psi
|-
 
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
 
|-
 
|Class B-1 Concrete (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
 
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed Girders and <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B Concrete (Retaining Wall)|| ||f'c = 3,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Box Culvert)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Superstructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed <u>Girders</u> <u>Beams</u> and Barrier) || ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; <u>Safety Barrier</u> <u>and</u> <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
+
|Class B-1 Concrete (Substructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Class B-1 Concrete (Box Culvert)|| ||f'c = 4,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Class B-1 Concrete (Barrier)|| ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</u>||psi
+
|Class B-2 Concrete (Superstructure, except Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|Structural Steel (ASTM  A441)||<u>fs = 23,000</u>||<u>fy = 42,000</u>||psi
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A441)||<u>fs = 25,000</u>||<u>fy = 46,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Structural Steel (ASTM A441)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 42)||<u>fs = 23,000</u>||<u>fy = 42,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 50)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade 50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS70W)|| ||f<sub>y</sub> = 70,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS70W)||<u>fs = 38,000</u>||<u>fy = 70,000</u>||psi
+
|Structural Steel HP Pile (ASTM A709 Grade 50S)|| ||f<sub>y</sub> = 50,000 psi  
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 36)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 36,000||psi
+
|Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)||width="20"| ||  f<sub>y</sub> = 45,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 50)||<u>fb = [[#A1-notes|(**)]] </u>||fy = 50,000||psi
+
|colspan="3"|For precast prestressed panel stresses, see Sheet No. _.
 
|-
 
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
+
|colspan="3"|For prestressed girder stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|-
 
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ <u>&</u> _ .
+
|colspan="3"|For prestressed <u>solid slab</u> <u>voided slab</u> <u>box</u> beam stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|}
 
|}
  
  
 
<div id="A1-notes"></div>
 
<div id="A1-notes"></div>
(**) <u>6,000</u>  <u>9,000</u>  <u>12,000</u> Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.
+
(1) Slabs, diaphragms or beams poured integrally with the slab.
  
(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts.  (Modify if Ø angle dictates.)
+
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.
  
(2) All Prestressed Concrete Girder Structures.
+
<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
  
(3) Slabs, diaphragms or beams poured integrally with the slab.
+
<center>
 
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
Note to Detailer: Use f'c and fy for Load Factor Design.
+
|-
 
+
|Guidance: <br/>
=== A2. Box Culverts and Other Type Structures ===
+
- 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 ===
  
 
'''All Boxes'''
 
'''All Boxes'''
  
'''(A2.0)'''
+
'''(A2.0) <font color="purple">[MS Cell]</font color="purple">'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Box used
+
:MoDOT Construction personnel will indicate the type of box culvert constructed:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Concrete Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Concrete Box used
  
  
 
'''All Boxes on Rock'''
 
'''All Boxes on Rock'''
  
'''(A2.1)'''
+
'''(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" into and casting concrete against vertical faces of hard, solid, undisturbed rock.
+
 
 +
:Anchor full length of walls by excavating 6 inches into and casting concrete against vertical faces of hard, solid, undisturbed rock.
  
 
'''(A2.1.1)'''
 
'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.
+
:Holes shall be drilled 12 inches into solid rock with E1 and E2 bars grouted in.
  
  
Line 144: Line 214:
  
 
'''(A2.2)'''
 
'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.
+
: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.
  
  
Line 151: Line 221:
  
 
'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
 
'''(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'-0" in width shall be poured up from rock to bottom of walls.  If top of rock is more than 3'-0" 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.
+
: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 (Example)'''
+
'''Box Type Structures on Rock or Shale Widened or Extended with Floor '''
  
 
'''(A2.4)'''
 
'''(A2.4)'''
:Fill material under the 5" slab shall be firmly tamped before the slab is poured.
+
:Fill material under the slab shall be firmly tamped before the slab is poured.
  
  
Line 163: Line 233:
  
 
'''(A2.5) (Use when specified on the Design Layout.)'''
 
'''(A2.5) (Use when specified on the Design Layout.)'''
:Excavate rock 6" below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.
+
:Excavate rock 6 inches below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.
  
  
Line 169: Line 239:
  
 
'''(A2.6)'''
 
'''(A2.6)'''
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16'-0").
+
: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.)'''
 
'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
:Excavate 3'-0" below the box and fill with suitable backfill material.
+
:Excavate 3 feet below the box and fill with suitable backfill material.
  
  
Line 179: Line 249:
  
 
'''(A2.8)'''
 
'''(A2.8)'''
:If precast option is used, collars shall be provided between all precast pieces.
+
: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 on the plan sheet.  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)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls.  The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape.  The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract 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>
  
 
'''(A2.10)'''
 
'''(A2.10)'''
:Preformed fiber expansion joint material shall be securely stitched to one face of the concrete with no. 10 gage copper wire or no. 12 gage soft drawn galvanized steel wire.
+
: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.
  
  
Line 194: Line 265:
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
  
'''(A2.12)'''
 
:Note: Slope of bottom slab shall be placed at natural stream gradient.
 
  
'''(A2.13)'''
+
'''(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.
+
 
 +
:Culvert top slab surface may be finished with a vibratory screed.
 +
 
 +
<div id="Use notes A2.15 and A2.16"></div>
 +
 
 +
'''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. All Structures ===
Line 204: Line 286:
 
'''Neoprene Pads:'''
 
'''Neoprene Pads:'''
  
'''(A3.2) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
+
'''(A3.2) Does not apply to Type N PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Bearings shall be <u>50</u> <u>60</u> <u>70</u> durometer neoprene pads.
+
:Neoprene bearing pads shall be <u>50</u> <u>60</u> <u>70</u> durometer and shall be in accordance with Sec 716.
  
  
 
'''Fabricated Steel Connections:'''
 
'''Fabricated Steel Connections:'''
  
'''(A3.3)  Use on all steel structures.'''
+
'''(A3.3)  Use for all steel structures. Bolted connections use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering  or galvanized steel.  '''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.
+
:Field connections shall be made with 3/4-inch diameter ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> bolts and 13/16-inch diameter holes, except as noted.  
  
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
 +
|-
 +
|colspan="2"|'''Guidance:'''  Typically weathering steel is coated at expansion joints which require bolts to be coated. Type 3 bolted connections are coated with an epoxy mastic before the field coat is applied.
 +
|}
  
 
'''Joint Filler:'''
 
'''Joint Filler:'''
Line 225: Line 311:
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
  
=== A4. Protective Coatings ===
+
<div id="(A3.5.1) Use when uncoated steel"></div>
 +
'''(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.
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".
+
'''(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 <u>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</u>.
  
'''Steel Structures - Non-Weathering Steel'''
+
<div id="Traffic Handling:"></div>
 +
'''Traffic Handling:'''
  
'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
+
'''(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 [[751.1 Preliminary Design#751.1.2.6 Vertical and Horizontal Clearances|EPG 751.1.2.6 Vertical and Horizontal Clearances]].'''
:Protective Coating:  System G in accordance with Sec 1081.<br/>&nbsp;<br/>Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".
+
 +
:Vertical clearance for Route <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> traffic during construction shall be <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> minimum over a <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> wide horizontal opening of the roadway <u>in each direction</u>.
  
'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
 
:'''Existing Steel - contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer.'''
 
  
:Prime Coat:  The cost of the prime coat will be considered completely covered by the contract <u>unit</u> <u>lump sum</u> price <u>per sq. foot</u> for <u>the Fabricated Structural Steel</u> <u>"Field Application of Inorganic Zinc Primer"</u>. Tint of the prime coat for System G shall be similar to the color of the field coat to be used.
+
'''(A3.8) Use for bridges and culverts.'''
 +
:<u>Structure to be closed during construction.</u> <u>Traffic to be maintained on (1) during construction.</u> See roadway plans for traffic control <u>and Sheet No. __ for staged construction details.</u>
  
'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
+
::{| style="margin: 1em auto 1em auto"
:Field Coat:  The color of the finish field coat 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 "Finish Field Coat (System G).<br/>&nbsp;<br/>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.
+
|-
 +
|(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.
 +
|-
 +
|colspan="2" width="1150"|
 +
|}
  
(*) The coating collor shall be specified on the Design Layout.
+
=== A4. Protective Coatings ===
  
 +
====A4a. Structural Steel Protective Coatings====
  
'''New Steel Structures - Weathering Steel'''
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".
  
'''(A4.11)'''
+
=====A4a1. <u>Steel Structures- Nonweathering Steel</u>=====
:Protective Coating: System H in accordance with Sec 1081.
 
  
'''(A4.12)'''
+
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.
 
  
'''(A4.13)'''
+
'''(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 per Sec 1081. “System I” may be used for water crossings or where note A4a1.3 is used. '''
:Prime Coat:  The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.
 
  
 +
:Protective Coating: <u>System 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.
  
'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''
+
'''(A4a1.2) '''
  
'''(A4.14)'''
+
:Prime Coat: The cost of the inorganic zinc prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.  
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints.  Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.
 
  
'''(A4.15)'''
+
'''(A4a1.3) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
:Field Coat:  The color of the finish field coat 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.  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.
 
  
 +
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
  
'''(A4.20) Use note on recoating truss bridges.'''
+
'''(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'''.
: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.
 
  
 +
: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>.
  
'''Structures having Access Doors'''
+
'''(A4a1.5) When System I is specified for water crossings or when note (A4a1.3) is used, omit the underlined part.'''
  
'''(A4.23)'''
+
: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.  
:Structural steel access doors shall be cleaned and coated in the shop or field with at least two coats of inorganic zinc primer to provide a minimum dry film thickness of 5 mils. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and A153.  The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.
 
  
'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
+
'''(A4a1.6) Use for structures with Access Doors'''
: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.
 
  
 +
: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.
  
'''Weathering steel or concrete structures having girder chairs but no coating item.'''
+
'''(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.
  
'''(A4.27)'''
+
<div id="(A4a1.8.1) Place"></div>
:Structural steel for the girder 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 chairs may be galvanized in accordance with ASTM A123.  The cost of coating or galvanizing the girder chairs 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.
  
'''Structural Steel Protective Coatings:'''
+
:'''(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:'''
 +
::Alternate bids for structural steel coating shall be completed.
  
'''(A4.31)'''
+
:'''(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.)'''
:Protective Coating:  Calcium Sulfonate System in accordance with Sec 1081.<br/>&nbsp;<br/>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 <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Overcoating Structural Steel".
+
<center>
 
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
'''(A4.32)'''
+
|-
: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".
+
!colspan="4"|Estimated Quantities
 
+
|-
'''(A4.33)'''
+
!Item||Substr.||Superstr.||Total
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Primer".
+
|-
 +
|Last Pay Item|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|ADD ALTERNATE A:|| || ||
 +
|-
 +
|Galvanizing Structural Steel&nbsp;&nbsp;&nbsp;&nbsp; lump sum|| || ||1
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|}
 +
</center>
 +
'''(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.
  
'''(A4.34)'''
+
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''
:Topcoat:  The color of the topcoat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Tan (Federal Standard #23522)</u> <u>Green (Federal Standard #24260)</u>. The cost of the topcoat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Topcoat".
 
  
 +
'''(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 per Sec 1081. “System I” may be used for water crossings or where note A4a1.13 is used.'''
  
'''Structures with Exposed Piling'''
+
:Protective Coating: <u>System 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.
  
'''(A4.38) Use note when recoating existing exposed piles.'''
+
'''(A4a1.10) Use primer specified on the Design Memorandum.'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP6 surface preparation in accordance with Sec 1081. The requirements for bituminous coating shall be in accordance with Sec 702. These protective coatings will not be required below the normal low water line or below the existing ground 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 <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "<u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer".
 
  
 +
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for <u>Recoating of Structural Steel (System G, H or I)</u> with <u>organic</u> <u>inorganic</u> zinc primer. The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.
  
 +
'''(A4a1.11) '''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
+
: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 <u>Inorganic</u> <u>Organic</u> Zinc Primer.
  
'''(A4.41) Use note with weathering steel structures.'''
+
'''(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.'''
: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.
 
  
'''(A4.42) Use note with coating for concrete bents and piers urethane or epoxy.'''
+
: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>.
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.
 
  
'''(A4.43)(Use notes when specified on Design Layout.)'''
+
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
  
'''(A4.44)(Use notes when specified on Design Layout.)'''
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
  
=== A5. Miscellaneous ===
+
'''(A4a1.14) Use for recoating truss bridges.  '''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"  
 +
|-
 +
|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.
 +
|}
  
'''(A5.1) Use on all grade separations.'''
+
: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 <u>1/4</u> 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.  
:A minimum vertical clearance of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> from crown of existing lanes and a minimum lateral clearance of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> centered on existing lanes shall be maintained during construction.
 
  
'''(A5.2) Use when traffic is to be maintained during construction.'''
+
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.
+
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''
  
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
+
'''(A4a1.21) Include underlined portion when overcoating an existing vinyl coating (System C).'''
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106 and Field Section (FS-712) from Materials Manual.
 
  
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
+
:Protective Coating: System G in accordance with Sec 1081 <u>except thinners are not permitted</u>.
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp;  <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>,  [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
 
  
'''(A5.5) Use the following note on all structures.'''
+
'''(A4a1.22) '''
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.
 
  
 +
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Overcoating of Structural Steel. The cost of surface preparation will be considered completely covered by the contract <u>lump sum unit</u> price <u>per sq. foot</u> for Surface Preparation for Overcoating Structural Steel (System G).
  
<div id="A5-notes"></div>
+
'''(A4a1.23) '''
(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.
+
:Field Coat(s): The color of the field overcoat 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> and shall be applied in accordance with Sec 1081.10.3.4. 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 Finish Field Coat (System G).
  
== B. Estimated Quantities Notes ==
+
'''(A4a1.24) 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.
  
=== B1. General ===
+
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
  
 +
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
  
==== B1a. Concrete ====
+
'''(A4a2.1) '''
  
 +
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1080.
  
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
+
:Prime Coat: The cost of the inorganic zinc prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.
  
'''(B1.1) (Use on steel structures only.)'''
+
'''(A4a2.2) '''
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.2)'''
+
: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.  
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
 +
'''(A4a2.3) '''
  
'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''
+
: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.  
  
'''(B1.3) (Use on steel structures only.)'''
+
'''<u>Recoating Existing Steel (A4a2.10 – A4a2.13) </u>'''
:All concrete between the upper and lower construction joints in the end bents <u>(except detached wing walls) </u> is included in the Estimated Quantities for Slab on Steel.
 
  
'''(B1.4)'''
+
'''(A4a2.10)'''
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1080.
  
'''Integral End Bents'''
+
'''(A4a2.11) Use primer specified on Design Memorandum'''
  
'''(B1.5)'''
+
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1080 and Sec 1081 for <u>Recoating of Structural Steel (System G, H or I)</u> with <u>inorganic</u> <u>organic</u> zinc primer. The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.  
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
 +
'''(A4a2.12)'''
  
'''Intermediate Bents with Concrete Diaphragms'''
+
: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 <u>Inorganic</u> <u>Organic</u> Zinc Primer. 
  
'''(B1.5.1)'''
+
'''(A4a2.13) The coating color shall be as specified on the Design Layout. '''
: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 <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.2)'''
+
: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 <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 Finish Field Coat (System <u>G</u> <u>I</u>).
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
=====A4a3. <u>Miscellaneous</u>=====
  
'''Non-Integral End Bents with Concrete Diaphragms'''
+
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
  
'''(B1.5.3)'''
+
:Structural steel for the <u>girder</u> <u>beam</u> 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 <u>girder</u> <u>beam</u> chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the <u>girder</u> <u>beam</u> chairs will be considered completely covered by the contract unit price for other items.  
:All reinforcement in the concrete diaphragms at End Bent<u>s</u> No. <u> &nbsp;  </u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.4)'''
+
'''(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 concrete in the concrete diaphragm at End Bent<u>s</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
:All exposed surfaces of the existing structural steel piles <u>and sway bracing</u> shall be recoated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> 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 <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for <u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer.
  
'''Semi-Deep Abutments'''
+
====A4b. Concrete Protective Coatings====
  
'''(B1.6)'''
+
=====A4b1. Concrete Protective Coatings=====
: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 Abutments.
 
  
 +
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
  
'''End Bents with Expansion Device'''
+
'''(A4b1.1) Use note with weathering steel structures. '''
  
'''(B1.7)'''
+
: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.  
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
 
  
 +
'''(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
  
'''Sidewalk'''
+
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.
  
'''(B1.8)'''
+
'''(A4b1.3) Use note when specified on Design Layout.'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
 
  
 +
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
  
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
+
'''(A4b1.4) Use note when specified on Design Layout. '''
  
'''End Bents'''
+
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
  
'''(B1.9.1)'''
+
=== A5. Miscellaneous ===
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.9.2)'''
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
 +
'''(A5.1) Use the following note on all structures that contains non-redundant Fracture Critical Members (FCM).'''
  
'''Intermediate Column Bents integral with slab'''
+
:This structure contains non-redundant Fracture Critical Members (FCM). FCM requirements shall be in accordance with [https://www.modot.org/missouri-standard-plans-highway-construction Sec 1080].
  
'''(B1.9.3)'''
+
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
+
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106.
  
'''(B1.9.4)'''
+
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
+
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp;  <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>, [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
  
 +
::{| style="margin: 1em auto 1em auto" align="left"
 +
|-
 +
|(1)||List all items used for the detached wing walls.
 +
|-
 +
|valign="top"|(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.
 +
|}
  
'''Intermediate Pile Cap Bents integral with slab'''
+
<div id="(A5.6)"></div>
  
'''(B1.9.5)'''
+
'''(A5.6) <font color="purple">[MS Cell]</font color="purple"> Use the following note on all Concrete Superstructures where Precast Panels are used.'''
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
+
: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
  
'''(B1.9.6)'''
+
== B. Estimated Quantities Notes ==
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
 
  
==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====
 
  
 +
=== B1. General ===
  
'''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).'''
+
==== B1a. Concrete ====
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.
 
  
  
'''Retaining Walls'''
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
  
'''(B1.11)'''
+
'''(B1.1) (Use on steel structures only.)'''
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
+
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
 +
'''(B1.2) (Use on concrete structures only.)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
 
  
'''(B1.12)'''
+
'''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.) '''
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
 
  
 +
'''(B1.3) (Use on steel structures only.)'''
 +
:All concrete between the upper and lower construction joints in the end bents <u>(except detached wing walls) </u> is included in the Estimated Quantities for Slab on Steel.
  
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
+
'''(B1.4) (Use on concrete structures only.)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''(B1.13)'''
+
'''(B1.5)'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
+
:All reinforcement in the end bents <u>(except detached wing walls)</u> <u>and all reinforcement in cast-in-place pile at end bents</u> is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u> <u>Concrete Adjacent Beam</u>.
  
  
'''Structures Having Neoprene Bearing Pads'''
+
'''Intermediate Bents with Concrete Diaphragms'''
  
'''(B1.14) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
+
'''(B1.5.1)'''
:<u>Plain</u> <u>Laminated</u> Neoprene Bearing Pads <u>(Tapered)</u> shall be in accordance with Sec 716.
+
: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 <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
=== B2. Welded Wire Fabric ===
+
'''(B1.5.2)'''
 +
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
  
'''Structures with Welded Wire Fabric'''
+
'''Non-Integral End Bents with Concrete Diaphragms'''
  
'''(B2.4)'''
+
'''(B1.5.3)'''
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
+
:All reinforcement in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
 +
'''(B1.5.4)'''
 +
:All concrete in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
  
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''Semi-Deep Abutments'''
|-
+
 
!colspan="4"|WELDED WIRE FABRIC WEIGHT
+
'''(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.
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
+
 
|-
+
<div id="(B1.7)"></div>
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
+
'''End Bents with Expansion Device'''
|-
 
|4 x 4 - W4 x W4||4"||4 ga.||85
 
|}
 
  
See CRSI Manual for other sizes.
+
'''(B1.7)'''
 +
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
  
Table should not be shown on plans
 
  
 +
'''Sidewalk'''
  
(*) Modify for type actually used.  Show type on details where the fabric is shown.
+
'''(B1.8)'''
+
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
"W" denotes smooth 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 ===
 
  
 +
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
  
==== B3a. Bridges ====
+
'''End Bents'''
  
'''(B3.1)'''
+
'''(B1.9.1)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
|-
+
 
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
+
'''(B1.9.2)'''
|-
+
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
 
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
+
 
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
+
'''Intermediate Column Bents integral with slab'''
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
+
 
|-
+
'''(B1.9.3)'''
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
+
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
'''(B1.9.4)'''
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
+
 
|-
+
 
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
+
'''Intermediate Pile Cap Bents integral with slab'''
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|}
 
  
 +
'''(B1.9.5)'''
 +
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
  
 +
'''(B1.9.6)'''
 +
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
  
{|
+
<div id="(B1.9.7) Use"></div>
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
 
|}
 
  
'''(B3.2)'''
+
==== B1b. Excavation, Sway Bracing====
:Cost of channel shear connectors C4 x 5.4 (ASTM A709 Grade 36) in place will be considered completely covered by the contract unit price for Structural Steel Piles ( <u>10 in.</u> <u>12 in.</u> <u>14 in.</u>).
 
  
  
{|
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
 
|}
 
  
'''(B3.3)'''
+
'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.
+
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.
  
  
{|
+
'''Retaining Walls'''
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction 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.
 
|}
 
  
 +
'''(B1.11)'''
 +
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
  
'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''
 
  
'''(B3.4)'''
+
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.
 
  
'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
+
'''(B1.12)'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.
+
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
  
'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
 
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.
 
  
 +
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
  
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
+
'''(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.
  
'''(B3.7)'''
 
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
 
  
==== B3b. Box Culverts & Slab on Semi-Deep ====
+
=== B2. Welded Wire Fabric ===
  
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.
+
'''Structures with Welded Wire Fabric'''
 +
 
 +
'''(B2.4)'''
 +
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
 +
 
  
The four extra spaces at the bottom of the table are not required as specified before.
 
  
'''(B3.11)'''
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
 
|-
 
|-
!rowspan="2" | &nbsp;
+
!colspan="4"|WELDED WIRE FABRIC WEIGHT
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final<br/>Quantities
 
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
+
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|4 x 4 - W4 x W4||4"||4 ga.||85
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|&nbsp;
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|}
 
|}
  
 +
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".
  
<math>\, *</math> Note to Detailer:
+
=== B3. Estimated Quantities Tables ===
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).
 
  
==== B3c. Slabs ====
 
  
The following table is to be placed on the design plans under the table of estimated quantities.
+
==== B3a. Bridges ====
  
'''(B3.21) Table of Slab Quantities'''
+
'''(B3.1) <font color="purple">[MS Cell]</font color="purple">'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
+
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
 
|-
 
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
+
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
+
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
+
|&nbsp;
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
+
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
+
|align="right"|
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
+
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Type D Barrier
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
|}
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
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 Semi-Deep Abutment'''" or "'''Reinforced Concrete Slab Overlay'''".
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
"'''Reinforced Concrete Slab Overlay'''" will be used with prestressed concrete voided slab beams, box girders and double-tees.
+
|-
 
+
|&nbsp;
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right" rowspan="2"|[[Image:751.50 circled 2.gif]] <math>\, \Bigg\{</math>
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|}
  
'''(B3.22)'''
 
:The table of Estimated Quantities for <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp; 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 with the horizontal dimensions as shown on the plan of slab.  Payment for prestressed panels, stay-in-place forms, conventional forms, all concrete and coated and uncoated 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 slab<u>s</u> 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 forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.
+
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Categories B, C & D.
 +
|}
 +
<div id="(B3.2)"></div>
 +
'''(B3.2)'''
 +
:Cost of L4x4 ASTM A709 Grade 36 HP pile anchors and 3/4-inch diameter ASTM F3125 Grade A325 Type 1 bolts, complete in place, will be considered completely covered by the contract unit price for Galvanized Structural Steel Piles (<u>12 in.</u> <u>14 in.</u>).
  
 +
{|
 +
|valign="top"|[[Image:751.50 circled 2.gif]]||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.
 +
|}
  
'''Stay-In-Place Forms:'''
 
  
'''(B3.30)'''
+
'''(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.'''
:Permanent steel bridge deck 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.  
+
:All reinforcement in cast-in-place pile at <u>non-integral end bents</u> <u>and</u> <u>intermediate bents</u> is included in the substructure quantities.
  
'''(B3.31)'''
+
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
: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.
+
:All reinforcement in cast-in-place pile at end bents <u>and</u> <u>pile cap intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities</u>.
  
'''(B3.32)'''
+
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams 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 flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712. MoDOT certified field welders will not be required for welding of the form supports.
 
  
 +
'''(B3.7)'''
 +
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
  
'''Precast Prestressed Panels:'''
+
'''(B3.8) Place a * next to supplementary wearing surface material in the quantity box and add the following note under the estimated quantities box.'''
  
'''(B3.40)'''
+
:<font color = "white">(</font color = "white">'''*''' Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> are based on skewed precast prestressed end panels.
 
  
'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
+
'''(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.'''
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
 
  
'''(B3.42)'''
+
:<font color = "white">(</font color = "white">'''**''' The minimum allowable water usage shall be 55 gallons per minute.
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
==== B3d. Asphalt Wearing Surfaces ====
+
==== B3b. Box Culverts====
  
The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.
+
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.
  
'''(B3.50)'''
+
The four extra spaces at the bottom of the table are not required as specified before.
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''(B3.11) <font color="purple">[MS Cell]</font color="purple">'''
 +
:{|border="1" style="text-align:center; border:3px solid black" cellpadding="5" cellspacing="0"
 
|-
 
|-
|rowspan="2"|&nbsp;
+
!width="300" colspan=2 |Estimated Quantities||width="100"|Final Quantities
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic<br/>Concrete Wearing Surface
 
|width="175pt"|&nbsp;
 
 
|-
 
|-
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface<br/>with Asphalt Binder Type
+
| align="left"| Class 4 Excavation||cu. yard||
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>(<math>\sqrt{}</math>)
 
 
|-
 
|-
|<math>\,*</math>
+
|align="left"|Class B-1 Concrete<br/>(Culverts-Bridge)'''*'''||cu. yard||
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\,*</math>
+
|align="left"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
+
|}
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
 
 +
<math>\, *</math> Note to Detailer:
 +
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 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.
 +
<div id="(B3.21)"></div>
 +
'''(B3.21) <font color="purple">[MS Cell]</font color="purple"> Table of Slab Quantities'''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
|<math>\,*</math>
+
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\,*</math>
+
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
+
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|&nbsp;
+
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
+
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|}
+
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
 
 
{|
 
|valign="top"|<math>\, *</math>
 
|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 Design Layout for the type of Superpave mixture required.
 
 
|-
 
|-
|&nbsp;
+
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
|See the Design Layout for the asphalt binder required.
+
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|}
 
|}
 +
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.
  
'''(B3.53)'''
+
'''(B3.22) '''
:The contractor shall select one of the alternate asphaltic concrete wearing surfaces listed in the table.  The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.
+
:The table of Estimated Quantities for <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp; 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 <u>prestressed panels,</u> <u>stay-in-place corrugated steel forms,</u> 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.
  
'''(B3.54)'''
+
'''(B3.23)'''
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yardThis area will be measured transversely from out to out of overlay and longitudinally from end of slab to end of slab.
+
:Method of forming the slab<u>s</u> shall be as shown on the plans and in accordance with Sec 703All 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.
  
'''(B3.56)'''
+
'''(B3.24) Use note for optional forming.'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
+
:Slab shall be cast-in-place with conventional forms or stay-in-place corrugated steel forms. Precast prestressed panels will not be permitted.
  
== C. Reinforcing Steel Notes ==
+
'''(B3.25) Use note when vibratory screeds are allowed for deck finishing.  For guidance for allowing a vibratory screed, see [[751.10 General Superstructure#751.10.1.15 Deck Concrete Finishing|EPG 751.10.1.15 Deck Concrete Finishing]].'''
 +
 +
:Bridge deck surface may be finished with a vibratory screed.
  
 +
'''Stay-In-Place Corrugated Steel Forms:'''
  
=== C1. Bill of Reinforcing Steel ===
+
'''(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.
  
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
+
'''(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.
  
'''(C1.1) Same marks used for unlike bars on different units.'''
+
'''(B3.32)'''
:Bars in the above units are to be billed and tagged separately.
+
:Form sheets shall not rest directly on the top of <u>girder</u> <u>beam</u> <u>or floorbeam</u> 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 <u>girder</u> <u>beam</u> <u>or floorbeam</u> 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.
 +
<div id="(B3.33) Use"></div>
  
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
+
'''(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. '''
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
+
: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 <u>girder</u> <u>beam</u> loading.
 +
<div id="(B3.34) Use this temporary note"></div>
 +
'''(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.
  
'''BENDING BY CRSI STANDARDS'''
+
'''Precast Prestressed Panels:'''
  
'''(C1.3)'''
+
'''(B3.40) Use for skewed structures.'''
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.
+
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u> are based on skewed precast prestressed end panels.
  
'''(C1.4)'''
+
'''(B3.41) Use for concrete structures.'''
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
+
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
  
'''(C1.5)'''
+
'''(B3.42)'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)
+
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u>.
  
'''(C1.6)'''
+
==== B3d. Asphalt Wearing Surfaces ====
:Payweights are based on actual lengths.
 
  
'''(C1.7)'''
+
'''(B3.50) <font color="purple">[MS Cell]</font color="purple"> 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.'''
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
 
  
'''(C1.8)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
:E = Epoxy coated reinforcement.
+
|-
 
+
|rowspan="2"|&nbsp;
'''(C1.9)'''
+
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional Asphaltic<br/>Concrete Wearing Surface
:S = Stirrup.
+
|width="175pt"|&nbsp;
 +
|-
 +
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface<br/>with Asphalt Binder Type
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>()
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|&nbsp;
 +
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (√)".
 +
|}
 +
 
 +
{|
 +
|valign="top"|<math>\, *</math>
 +
|'''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.
 +
|-
 +
|&nbsp;
 +
|See the Bridge Memorandum for the asphalt binder required.
 +
|}
  
'''(C1.10)'''
 
:X = Bar is included in substructure quantities.
 
  
'''(C1.11)'''
+
'''Place next three notes under the Estimated Quantities table if B3.50 is not required, otherwise place under B3.50.'''
:Actual lengths are measured along centerline bar to the nearest inch.
 
  
'''(C1.12)'''
+
'''(B3.53) The first sentence is not required if B3.50 is not required.'''
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.
+
:<u>The contractor shall select one of the optional asphaltic concrete wearing surfaces listed in the table.</u>  The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.
  
'''(C1.13)'''
+
'''(B3.54)'''
:No. ea. = Number of bars of each length.
+
: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.
  
'''(C1.14)'''
+
'''(B3.56)'''
: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.
+
:Payment for Optional Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
  
'''(C1.15)'''
+
'''(B3.60) <font color="purple">[MS Cell]</font color="purple"> 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.'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.
 
  
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
|rowspan="2"|&nbsp;
 +
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional Ultrathin Bonded Asphalt Wearing Surface
 +
|width="175pt"|&nbsp;
 +
|-
 +
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>(√)
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Type A
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Type B
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|Type C
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|}
  
 +
: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.
  
'''EPOXY COATED REINFORCING STEEL'''
+
== C. Reinforcing Steel Notes ==
  
'''Note to Detailer:'''<br/>All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; Also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.
 
  
(Two additional reinforcing bars of each bar size that is required to be epoxy coated, should be included in the bar bill for test purposes. These additional bars should be added to one of the required bar marks and not as a special bar. Test bars should, preferably, be 10 feet or more in length.  If a bar 10 foot long cannot be found, use the bar with the largest available straight section.
+
=== C1. Bill of Reinforcing Steel ===
  
 +
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
  
'''(C1.15)'''
+
'''(C1.1) Same marks used for unlike bars on different units.'''
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.
+
:Bars in the above units are to be billed and tagged separately.
  
<div id="(1)b"></div>
+
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
(1) Bar mark of bars for which additional bars have been included.
+
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
  
=== C2. Prestressed Girders & Prestressed Panels ===
 
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.
+
'''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.
  
'''(C2.1)'''
+
'''(C1.4)'''
:All dimensions are out to out.
+
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
  
'''(C2.2)'''
+
'''(C1.5)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
+
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)
  
'''(C2.3)'''
+
'''(C1.6)'''
:Actual lengths are measured along centerline of bar to the nearest inch.
+
:Payweights are based on actual lengths.
  
 +
'''(C1.7)'''
 +
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.
+
'''(C1.8)'''
 +
:E = Epoxy coated reinforcement.
  
 +
'''(C1.9)'''
 +
:S = Stirrup.
  
'''(C2.4)'''
+
'''(C1.10)'''
:Minimum clearance to reinforcing shall be 1".
+
:X = Bar is included in substructure quantities.
  
'''(C2.5)'''
+
'''(C1.11)'''
:All reinforcement shall be Grade 60.
+
:Actual lengths are measured along centerline bar to the nearest inch.
  
'''(C2.6)'''
+
'''(C1.12)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.
+
: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.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.
+
'''(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.
 +
<div id="(C1.15)"></div>
  
 +
'''(C1.15)'''
 +
:Reinforcing steel (Grade 60) fy = 60,000 psi.
  
'''(C2.7)'''
 
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>. [[#C2-notes|(*)]]
 
  
'''(C2.8)'''
 
:All S and U reinforcing bars shall be epoxy coated.
 
  
'''(C2.9)'''
+
'''EPOXY COATED REINFORCING STEEL'''
:All reinforcement shall be Grade 60.
 
  
 +
'''Note to Detailer:'''<br/>For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].
  
Place the following notes with the above appropriate notes for prestressed panels.
+
=== C2. Prestressed Girders, Beams & Panels ===
  
'''(C2.10)'''
+
'''C2a. Notes for Girders, Beams and Panels  '''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
  
'''(C2.11)'''
+
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.  
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.
 
  
'''(C2.12)'''
+
'''(C2a.1) Use underline portion when bending diagrams are detailed as such.'''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to insure proper handling, may be used in lieu of the #3-P2 bars shown.  Wire or bar diameter shall not be larger than 0.375 inches.  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.
+
:All dimensions are out to out. <u>Use symmetry for dimensions not shown.</u>
  
'''(C2.13)'''
+
'''(C2a.2) '''
:The reinforcing steel shall be tied securely to the 3/8"&oslash; strands with the following maximum spacing in each direction:
+
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.  
: #3-P2 bars at 16 inches.
 
: Welded wire fabric or welded deformed bar mats at 2'-0".
 
  
'''(C2.14)'''
+
'''(C2a.3) Add <u>bar</u> for NU-girders. Note is no longer used for P/C P/S panels. '''  
:Tie the #3-U1 bars to the #3-P2 bars, to the welded wire fabric or the welded deformed bar mats at about 3'-0" centers.
+
:Actual <u>bar</u> lengths are measured along centerline of bar to the nearest inch.
  
'''(C2.15)'''
+
'''C2b. Additional Notes for Prestressed Girders and Beams  '''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 
  
<div id="C2-notes"></div>
+
Place the C2b notes below the C2a notes.
(*) Add U2 bar for skewed structures only.
 
  
=== C3. Mechanical Bar Splices ===
+
'''(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" <u>unless otherwise shown</u>. 
  
Place the following note near mechanical bar splice detail.
+
'''(C2b.2) Use only for double-tee girders.  Add <u>and U2 bar</u> for skewed structures only.  '''
 +
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>.
  
'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
+
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T'''
:The contractor shall use a mechanical bar splice for <u> &nbsp; &nbsp; &nbsp; </u> &nbsp; bars at the specified location.  The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction jointNo additional payment will be made for any additional bar lengths required for the mechanical bar splices.  Mechanical bar splices shall be in accordance with Sec 706 <u>except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel</u>.
+
:All <u>bar</u> reinforcement shall be Grade 60.
  
'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''
+
'''(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.
  
== D. Temporary Bridge Notes ==
+
'''(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. 
  
=== D1. General ===
+
'''(C2b.31) Use only for WWR reinforced NU-girders'''
 +
:WWR shall not be epoxy coated. 
  
Place the following notes on the front sheet.
+
'''(C2b.32) Use only for double-tee girders.  '''
 +
:All S and U reinforcing bars shall be epoxy coated.  
  
'''(D1.1)'''
+
'''(C2b.33) Use only for spread and adjacent beams.'''
:Timber:
+
:All S2 bars shall be epoxy coated.
:&nbsp; &nbsp; &nbsp; 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.
+
 +
'''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 <u>3,</u> 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.
  
'''(D1.2)'''
+
'''(D1.3) Place in General Notes on the front sheet under the heading “Miscellaneous:”. '''
:Bolts:
+
:The superstructure <u>only</u> <u>and cap beam units</u> will be provided by the State and shall be transported from <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;Maintenance Lot.  The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No. <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;is open to traffic.
:&nbsp; &nbsp; &nbsp; All bolts shall be high strength ASTM A325 except as noted.
 
  
'''(D1.3)'''
+
'''(D1.4) Place in General Notes on the front sheet under the heading “Structural Steel:”. '''
:Misc:
+
:All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubingStructural tubing coating shall be in accordance with Sec 718.
:&nbsp; &nbsp; &nbsp; The superstructure <u>only</u> <u>& cap beam units</u> will be provided by the State and shall be transported from <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;Maintenance LotThe superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No. <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;is open to traffic.
 
  
'''(D1.4)'''
+
'''(D1.5) Place in General Notes on the front sheet under the heading “Substructure:”. '''
:&nbsp; &nbsp; &nbsp; 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.
+
:All substructure items specified in Sec 718.3.1 except for the <u>pile point reinforcement and</u> 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.'''
 
'''(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" to thickness required.
+
: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.'''
+
'''(D1.21) Place near half section of bridge flooring on the superstructure sheet.'''
:Steel bridge flooring shall be Foster 5" RB/8.0 or American Bridge 5" Open I-Beam-Lok Type 8S open steel bridge flooring. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.
+
: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)'''
+
'''(D1.22) '''  
:Note: Field connections shall be 7/8"&oslash; high strength bolts with holes 1 1/16"&oslash; except as noted.
+
: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.'''
+
'''(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 stringer 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.
+
: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 ==
 
== E. General Elevation and Plan Notes ==
Line 960: Line 1,163:
 
=== E1. Excavation and Fill ===
 
=== E1. Excavation and Fill ===
  
Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)
+
'''(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.
  
'''(E1.1)'''
+
'''Use one of the following two notes where MSE walls support abutment fill.'''
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation <u> &nbsp; &nbsp; &nbsp; </u>.  Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
 
  
 +
'''(E1.2a) <font color="purple">[MS Cell]</font color="purple">  Use when pipe pile spacers are shown on plan details and bridge is 200 feet long or shorter. Add “See special provisions” to the pipe pile spacer callout  and add table near the callout.'''
  
Removal of Roadway Fill at Side (When specified on the Design Layout.)
+
See special provisions.
  
'''(E1.2)'''
+
<center>
:Old roadway fill on the <u>left</u> <u>right</u> shall be removed to the natural ground line for the length of the new bridge as roadway excavationRemoval of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!style="background:#BEBEBE" width="200"| Pile Encasement !!style="background:#BEBEBE"|Option Used<br/>(√)
 +
|-
 +
|Pipe Pile Spacer ||
 +
|-
 +
|Pile Jacket ||
 +
|}
 +
</center>
 +
 +
MoDOT Construction personnel will indicate the pile encasement used.
 +
   
 +
'''(E1.2b) Use note when pipe pile spacers are shown on plan details and bridge is longer than 200 feet.'''
  
 +
The pipe pile spacers shall have an inside diameter equal to 24 inches.
  
Fill at Pile Cap End Bents (All pile cap end bents)
+
'''(E1.4) Use for fill at pile cap end bents. Use the first underlined portion when MSE walls are present. Use <u>approach</u> for semi-deep abutments.'''
 +
:Roadway fill<u>, exclusive of Select Granular Backfill for Structural Systems,</u> shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u> 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.
  
'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
+
=== E2. Foundation Data Table ===
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u>'''(*)''' 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.
 
The following table is to be placed on the design plans and filled out as indicated.
  
'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''
+
'''(E2.1) <font color="purple">[MS Cell] (E2.1)</font color="purple"> (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.) '''
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|<b>Foundation Data</b>  
+
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
 
|-
 
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
+
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>1<br/>(Detached<br/>wing walls<br/>only)</u>
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1<br/><u>(Except<br/>detached<br/>wing walls)</u>
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
 
 
|-
 
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
+
!style="background:#BEBEBE"|1 <u>(Detached<br/>Wing Walls<br/>Only)</u> !!style="background:#BEBEBE"|1 <u>(Except<br/>Detached<br/>Wing Walls)</u> !!style="background:#BEBEBE"|2 !!style="background:#BEBEBE"| 3 !!style="background:#BEBEBE"|4
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Trestle</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
+
|rowspan="11"|'''Load<br/>Bearing<br/>Pile'''|| colspan="2" align="left" width="300"|CECIP/OECIP/HP Pile Type and Size||CECIP 14"||CECIP 14"||CECIP 16"|| OECIP 24"||HP 12x53
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>16" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>HP12x53</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>HP10x42</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>15</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>12</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>6</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
+
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>25</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>67</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>53</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|<u>Design Bearing or Nominal Axial Pile Compression Resistance</u>
+
|colspan="2" align="left" width="300"|Min. Galvanized Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||303||295<sup>'''4'''</sup>||273||Full Length||300
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
+
|-
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|-
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|-
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|colspan="2" align="left" width="300"|<u>Design Bearing</u><sup>'''3'''</sup> <u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u> [[image:751.50 kip.jpg|27px|right]]||175||200||300||600||250
 +
|-
 +
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
 +
|-
 +
|colspan="2" align="left"|<u>Design Bearing</u> <u>Minimum Nominal</u><br/><u>Bearing Resistance</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||10.2||22.6|| -
 +
|-
 +
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
 +
|-
 +
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
 +
|-
 +
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
 +
|-
 +
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||20.0||20.0|| -
 +
|-
 +
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
 +
|-
 +
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -
 +
|-
 +
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||9.0|| - || -
 +
|-
 +
|colspan="2" align="left"|<u>Design End Bearing</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Tip Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||12||216|| -
 +
|-
 +
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
 +
|-
 +
|colspan="8" align="left"|'''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.
 +
|-
 +
|colspan="8" align="left"|'''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: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
+
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
+
|}
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
| align="left"|'''Additional notes:'''<br/> On the plans, report the following definition(s) just below the foundation data table for the specific method(s) used:<br/>
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
+
DT = Dynamic Testing<br/>
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
DF = FHWA-modified Gates Dynamic Pile Formula<br/>
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
WEAP = Wave Equation Analysis of Piles<br/>
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
+
SLT = Static Load Test<br/><br/>On the plans, report the following definition(s) just below the foundation data table for CIP Pile:<br/>CECIP = Closed Ended Cast-In-Place concrete pile<br/>OECIP = Open Ended Cast-In-Place concrete pile<br/><br/>On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used:<br/>'''Rock Socket (Drilled Shafts):'''<br/>Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors<br/>'''Spread Footings:'''<br/>Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor <br/>'''Load Bearing Pile:'''<br/>Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
+
|}
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
 
 +
 
 +
</center>
 +
 
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
+
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>10.2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>22.6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|DT = Dynamic Testing
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Design Side Friction
+
|WEAP = Wave Equation Analysis of Piles
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
 
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|&nbsp;||colspan="8" align="left"|<b>Notes:</b>
+
|SLT = Static Load Test
 
|-
 
|-
|&nbsp;||colspan="4" align="left"|Pile Driving Verification Method || colspan="4" align="left"|Modified Gates Formula
+
|colspan="7" style="background:#BEBEBE"|
 
|-
 
|-
|&nbsp;||colspan="4" align="left"| || colspan="4" align="left"|Dynamic Pile Testing
+
|rowspan="7"|Criteria for Minimum Tip Penetration ||Scour
 
|-
 
|-
|&nbsp;||colspan="4" align="left"| || colspan="4" align="left"|Other
+
|Tension or uplift resistance
 
|-
 
|-
|&nbsp;||colspan="8" align="left"|Use Design Bearing for LFD designs and Nominal Axial Pile Compression Resistance for LRFD designs.
+
|Lateral stability
 
|-
 
|-
|
+
|Penetration anticipated soft geotechnical layers
 
|-
 
|-
|&nbsp;||colspan="4" align="left"|Criteria for Minimum Tip Penetration || colspan="4" align="left"|Scour
+
|Minimize post construction settlement
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Tension or uplift capacity
+
|Minimum embedment into natural ground
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Lateral stability
+
|Other Reason
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Penetration anticipated soft geotechnical layers
+
|colspan="7" style="background:#BEBEBE"|
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Minimize post construction settlement
+
|colspan="7"|'''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.)'''
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Minimum embedment into natural ground
+
|colspan="3"|'''For LFD Design'''
 
|-
 
|-
|&nbsp;||colspan="4"| || colspan="4" align="left"|Other
+
|colspan="3"|Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
 
|-
 
|-
|
+
|colspan="3"|'''For LRFD Design'''
 
|-
 
|-
|&nbsp;||colspan="4" align="left"|Hammer Energy Required || colspan="4" align="left"|See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
+
|colspan="3"|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.)'''
  
::<b>The following is for LFD:</b>
+
:In no case shall footings of Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> be placed higher than elevations shown <u> &nbsp;  &nbsp;  &nbsp;  </u> and  <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
  
{|
+
'''Driven Piles'''
|&nbsp;||&nbsp;||valign="top"|[[Image:751.50 circled 1.gif]]||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:
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
#Design bearing value for AASHTO group loads I thru VI.
 
#Design bearing for seismic loads / 2.0
 
|}
 
 
 
'''Shallow Footings (When specified on the Design Layout.)'''
 
 
 
'''(E2.10)'''
 
 
 
:In no case shall footings of Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> be placed higher than elevations shown <u> &nbsp;  &nbsp;  &nbsp;  </u> and  <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
 
 
 
'''Driven Piles'''
 
  
 
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
 
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> to elevation(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
+
:Prebore for piles at Bent(s) No.<u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> to elevation(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
  
 
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
 
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
 
:Prebore to natural ground line.
 
:Prebore to natural ground line.
 +
<div id="(E2.22) (Use the following note"></div>
  
'''(E2.22) (Use the following note when pile point reinforcement is required)'''
+
'''(E2.22) (Use when estimated maximum scour depth (elevation) for CIP piles is required.)   '''
:Manufactured pile point reinforcement shall be used on all piles in this structure at Bents <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
+
:Estimated Maximum Scour Depth (Elevation) shown is for verifying <u>Minimum Nominal Axial Compressive Resistance</u> <u>Design Bearing</u> using dynamic testing only where pile resistance contribution above this elevation shall not be considered.
  
'''(E2.23) (Use when static test piles are required.) This number of piles in table should not include test piles. If test piles are specified, place an * beside the number of piles at the bents indicated.'''
+
'''(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.'''
:&nbsp;*One concrete test piles shall be driven in permanent position, one for each bents, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
+
:&nbsp;*One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
 
   
 
   
'''(E2.24) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
+
'''(E2.24) '''  
:Fluted type cast-in-place pile shall not be permitted.
+
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
 
 
'''Drilled Shafts'''
 
 
 
'''(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 for possible change in drilled shaft or rock socket depth. This excess length shall be cut-off or included in the reinforcement lap if not required.
 
 
 
'''(E2.31) Note not required with drilled shafts for high mast tower lighting.'''
 
:Concrete coring shall be performed on <u> &nbsp;  &nbsp;  &nbsp; </u> of the drilled shafts and rock sockets in accordance with [http://modot.mo.gov/business/standards_and_specs/Sec0701.pdf Sec 701.] Sonic logging testing shall be performed on all drilled shafts and rock sockets.
 
  
'''Note to designer:'''
+
'''(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.
 +
<div id="(E2.26)"></div>
 +
'''(E2.26) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. See guidance on <font color="purple">[MS Cell] (E2.1)</font color="purple"> for specific pile driving verification method. Example: Considered only for widenings, repairs and rehabilitations.) '''
  
Coring shall be approximately 10% of the total number of drilled shafts (i.e., 1 in 10 shafts or 2 in 20 shafts) or only core one shaft for smaller structures unless additional cores would be prudent for a specific project.  
+
:All  piling shall be driven to a minimum nominal axial compressive resistance equal to <u>3.5</u> <u>2.75</u> <u>2.25</u> <u>2.00</u> times the Design Bearing as shown on the plans.
 +
<div id="(E2.27)"></div>
 +
'''(E2.27) Use for galvanized piles.'''
  
'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
+
: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.
: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 <u> &nbsp;  &nbsp;  &nbsp; </u> ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.
 
 
:&nbsp;*'''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. Miscellaneous ===
Line 1,208: Line 1,353:
 
:<u>All bents are parallel.</u>
 
:<u>All bents are parallel.</u>
  
 
+
<div id="Boring Data"></div>
 
'''Boring Data'''
 
'''Boring Data'''
  
'''(E3.2) (Place on Front Sheet when borings are provided)'''
+
'''(E3.2) <font color="purple">[MS Cell]</font color="purple"> (Place on Front Sheet of the plans when boring data is  provided for bridges, retaining walls, MSE walls and any other structure.)'''
:[[Image:751.50 boring location mark.gif]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure.  Boring data for the numbered locations is shown on Sheet(s) No. <u> &nbsp; </u>.  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, will be provided in the bridge electronic deliverable file or will 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 subsurface data available from the district or elsewhere.<br/>&nbsp;<br/>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.
+
:[[Image:751.50 E3.2 boring.jpg|12px]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>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.<br/>&nbsp;<br/>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.
 
 
'''(E3.3) (Place on all Retaining Wall Plans)'''
 
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.
 
  
 
'''(E3.4) (Place on the Boring Data Sheet)'''
 
'''(E3.4) (Place on the Boring Data Sheet)'''
:For location of borings see Sheet No. <u> &nbsp; </u>.
+
:For location of borings see Sheet(s) No. <u> &nbsp; </u>.
 
+
<div id="Final clearance - Bridges over Railroads"></div>
 
+
'''Final clearance - Bridges over Railroads'''
'''Final clearance - Bridges over railroads'''
 
 
 
'''(E3.5)  Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
 
:(<math>\, *</math>) Final vertical clearance from top of rails to bottom of superstructure shall be at least <math>\, **</math>.  Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.
 
  
:<math>\, **</math> Clearance specified on the Design Layout (23'-0" min.).
+
'''(E3.5) In the general elevation detail, the vertical clearance dimension callout shall be the following asterisked note placed near the detail. '''
  
 +
:  <math>\, *</math> Final vertical clearance from top of rails to bottom of superstructure shall be <u> &nbsp; (1) &nbsp;</u> 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.)'''
 
'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''
Line 1,235: Line 1,375:
  
 
'''(E3.7)'''
 
'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation <u>[[#E5 notes|(1)]]</u>. <u>[[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].</u>
+
: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.
 +
 
 +
<div id="Bar placement in slabs"></div>
 +
'''Bar placement in slabs''' (Notes E3.8 – E3.9)
  
<div id="E5 notes"></div>
+
'''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.  
(1) Elevation as shown on the Design Layout.
 
  
(2) Do not use payment sentence when footing elevation remains the same.
+
'''(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).
  
(3) Increase footing length when required by design.
+
'''(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.
  
 
== F. Blank ==
 
== F. Blank ==
Line 1,252: Line 1,396:
 
=== G1. Concrete Bents ===
 
=== G1. Concrete Bents ===
  
'''Expansion Device at End Bents'''
+
'''Expansion Device at End Bents (G1.1 and G1.1.1)'''
  
 
'''(G1.1)'''
 
'''(G1.1)'''
Line 1,267: Line 1,411:
  
  
'''Stub Bents'''
+
'''Stub Bents (G1.3 and G1.4) '''
  
 
'''(G1.3)'''
 
'''(G1.3)'''
:<u>Safety barrier curbs</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
+
:<u>Barrier</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
 
 
  
'''Stub Bents Embedded in Rock or on Footings'''
 
  
'''(G1.4)'''
+
'''(G1.4) Use when embedded in rock or on a footing.'''
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
  
  
'''End Bents with Turned-Back Wings'''
+
'''End Bents with Turned-Back Wings (G1.5 and G1.6)'''
  
'''(G1.5) (Use for Non-Integral End Bents only.)'''
+
'''(G1.5) Use for Non-Integral End Bents only.'''
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
  
'''(G1.6)'''
+
'''(G1.6) Add to sheet showing the typical section thru wing detail.'''
:For reinforcement of the safety barrier curb, see Sheet No. <u> &nbsp; &nbsp; </u>.
+
:For reinforcement of the barrier, see Sheet No. <u> &nbsp; &nbsp; </u> (1).
 +
 
 +
::(1) Use sheet number of the details of the barrier at end bents.
  
  
'''Integral End Bents'''
+
'''Integral End Bents (G1.7 thru G1.10)'''
  
'''(G1.7)'''
+
'''(G1.7) Place with part plan of end bent, second F bar required for skewed bents. '''
:Bend F<u> &nbsp; </u>&nbsp;bars in field to clear girders.
+
:The #6-F___ <u>and #6-F &nbsp; </u>   bars shall be bent in the field to clear <u>beams</u> <u>girders</u>.  
 +
<div id="(G1.7.1) Use for skewed bents."></div>
  
'''(G1.7.1)'''
+
'''(G1.7.1) Use for skewed bents. Place with plan of beam showing reinforcement and part plan of end bent, V bars not required with part plan of end bent. '''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".
+
:The U bars <u>and pairs of V bars</u> shall be placed parallel to centerline of roadway.
  
'''(G1.8)'''
+
'''(G1.8) Place with part plan of end bent.'''
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
  
'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
+
'''P/S Structures (G1.9 and G1.9.1). place with part plan of end bent.'''
:The top two epoxy bars in the detached wing walls shall be included with the Superstructure Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
 
 
'''(G1.9)'''
 
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.
 
 
 
  
'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''
+
'''(G1.9) '''
 +
:Strands at end of the <u>girders</u> <u>beams</u> shall be field bent or, if necessary, cut in field to maintain 1 1/2-inch minimum clearance to fill face of end bent.
 +
<div id="(G1.9.1)"></div>
 +
'''(G1.9.1) Use appropriate girder sheet number. '''
 +
:For location of coil tie rods and #5-H__(strand tie bar), see Sheet No.___.
  
'''(G1.10)'''
+
'''(G1.10) Use for steel structures without steel diaphragms at end bents.'''
 
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
 
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
  
  
'''Ground Line Within Semi-Deep Abutments'''
+
'''Semi-Deep Abutments (G1.11 thru G1.13) Place near the ground line and piling  in abutment detail. This detail and notes can be placed with abutment details or near the foundation table.'''
 
+
 
'''(G1.11)'''
 
'''(G1.11)'''
:In no case shall the earth within Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> be above the ground line below. Forms supporting the abutment slab may be left in place.
+
:Earth within abutment shall not be above the ground line shown . Forms supporting the abutment slab may be left in place.  
  
 
'''Pile Variation for Semi-Deep Abutments'''
 
  
 
'''(G1.12)'''
 
'''(G1.12)'''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u>.
+
:The maximum variation of the head of the pile and the battered face of the pile from the position shown shall be no  more than 2 inches.
  
 
'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''
 
  
 
'''(G1.13)'''
 
'''(G1.13)'''
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
  
 +
<div id="All Substructure Sheets with Anchor Bolts"></div>
 +
 +
'''All Substructure Sheets with Anchor Bolts'''
  
'''All Substructure Sheets with Bearing Anchor Bolts'''
+
'''(G1.15A)'''
 +
:Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".
  
'''(G1.15)'''
+
'''(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc. '''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".
 
  
 +
:Holes for anchor bolts may be drilled into the substructure.
  
'''All Substructure Sheets with Girder Chairs'''
 
  
 +
'''Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
 +
<div id="(G1.16)"></div>
 
'''(G1.16)'''
 
'''(G1.16)'''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> Steel.
+
:Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for <u>(a)</u>.
 +
<center>
 +
{| style="margin: 1em auto 1em auto"
 +
|-
 +
|
 +
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 +
|+
 +
! style="background:#BEBEBE" |Condition!! style="background:#BEBEBE" |(a)
 +
|-
 +
|align="left" width="230"|Structures without steel beam or girder pay item  ||align="left" width="230"|Fabricated Structural Carbon Steel (Misc.)
 +
|-
 +
|align="left"|Structures with steel beam or girder pay item|| align="left"|Use beam or girder pay item
 +
|}
 +
||
 +
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 +
|-
 +
|width="250" align="left"|When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box
 +
|}
 +
|}
 +
 
 +
</center>
 +
'''(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material. '''
 +
:Steel for chairs shall be ASTM A709 Grade 36.
 +
 
 +
'''(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs using the same pay item for (a) as used in Note G1.16. '''
 +
 
 +
:The weight of <u> &nbsp;</u>  pounds of chairs is included in the weight of (a).
 +
 
 +
'''(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details. '''
 +
 
 +
Reinforcing steel shall be shifted to clear chairs. <u>For details of chairs, see Sheet No. &nbsp; </u>.
 +
 
 +
'''Pile Cap Bents. '''
 +
 
 +
'''(G1.20) Place with plan showing reinforcement.'''
 +
:Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2 inches. 
 +
 
 +
'''Vertical Drains at End Bents.'''
 +
 
 +
'''(G1.25) Place with part plan of end bent. '''
 +
:For details of vertical drain at end bent, see Sheet No.___.
 +
 
 +
'''Bridge Approach Slab. '''
 +
 
 +
'''(G1.30) Place with part plan of end bent.'''
 +
:For details of bridge approach slab, see Sheet No.___.
 +
 
 +
 
 +
'''Miscellaneous (G1.41 thru G1.43) '''
 +
 
 +
'''(G1.40)  Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more. Place with plan of beam.'''
 +
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
  
'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
+
'''(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.'''  
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
  
'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
+
'''(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D. '''
: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.
+
: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.'''
:At the contractor's option, the details shown in optional Section <u>&nbsp;</u>-<u>&nbsp;</u> may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
+
:At the contractor's option, the details shown in optional Section __-__ may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
  
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 +
 +
'''G1.44 Use with column closed circular stirrup/tie bar detail.'''
 +
 +
:Minimum lap ____ (Stagger adjacent bar splices)
  
 
=== G2. Deadman Anchors ===
 
=== G2. Deadman Anchors ===
Line 1,396: Line 1,596:
 
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.
 
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.
  
=== G3. Vertical Drain at End Bent ===
+
=== G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)===
  
 +
'''(G3.0) '''
 +
:All drain pipe shall be sloped 1 to 2 percent.
  
 
'''(G3.1)'''
 
'''(G3.1)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated steel pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.
+
:Drain pipe may be either 6-inch diameter corrugated metallic-coated steel pipe underdrain, 4-inch diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4-inch diameter corrugated polyethylene (PE) drain pipe.
  
 
'''(G3.2)'''
 
'''(G3.2)'''
:Place drain pipe at fill face of end bent and slope to lowest grade of ground line, also missing the lower beam of end bent by 1 1/2"(See elevation at end bent.)
+
:Drain pipe shall be placed at fill face of end bent and inside face of wings.  The pipe shall slope to lowest grade of ground line, also missing the lower beam of end bent by a minimum of 1 1/2 inches.   
  
 
'''(G3.3)'''
 
'''(G3.3)'''
:Perforated pipe shall be placed at fill face side at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.
+
:Perforated pipe shall be placed at fill face side and inside face of wings at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.
  
 
=== G4. Substructure Quantity Table ===
 
=== G4. Substructure Quantity Table ===
  
'''(B4.1)'''
+
'''(G4.1) <font color="purple">[MS Cell]</font color="purple">''' Place substructure quantity table on right side of substructure bent sheet.
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
Line 1,446: Line 1,648:
  
 
'''(G4.2)'''
 
'''(G4.2)'''
:Note:  These quantities are included in the estimated quantities table on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:These quantities are included in the estimated quantities table on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
'''Drilled Shafts'''
  
'''Note to Detailer:'''<br/>Place substructure quantity table on right side of substructure bent sheet.
+
'''(G4.3) '''
 +
:All reinforcement in drilled shafts and rock sockets is included in the substructure quantities.
  
=== G5. 20" and 24" CIP Piles ===
 
  
'''(Do not use without approval of Structural Project Manager or Liaison)'''
+
=== G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)===
  
'''(G5.1)'''
 
:All concrete for cast-in-place piles shall be Class B-1.
 
  
'''(G5.2)'''
+
====G5a Closed Ended Cast-in Place (CECIP) Concrete Pile====
:Additional thickness may be required for thin shelled types to provide sufficient strength to withstand driving without injury and to resist harmful distortion or buckling due to soil pressure after being driven and the mandrel removed.
 
  
'''(G5.3)'''
+
'''(G5a1)'''
:Where 3/4" closure plates are required for tips of pipe piles, the closure plates shall not project beyond the outside diameter of the pipe piles.  Satisfactory weldments may be made by beveling tip ends of pipe or by use of inside backing rings.  In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe.
+
:Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).
  
'''(G5.4)'''
+
'''(G5a2)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.
+
:Concrete for cast-in-place pile shall be Class B-1.
  
'''(G5.5)'''
+
'''(G5a3)'''
:All splices of shells for cast-in-place concrete piles shall be made watertight and to the full strength of the shell above and below the splice to permit hard driving without damage.  All shells damaged during driving shall be replaced without cost to the State.  Shell sections used for splicing shall be at least 5'-0" in length.  The splice at the tapered section shall  be at least 3'-0" below the streambed for intermediate trestle type bents.
+
:Steel for closure plate shall be ASTM A709 Grade 50.
  
'''(G5.6)'''
+
'''(G5a4)'''
:Waterjetting will be permitted with 20" or 24" piles.
+
:Steel for cruciform pile point reinforcement shall be ASTM A709 Grade 50.
  
'''(G5.7)'''
+
'''(G5a5)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
+
:Steel casting for conical pile point reinforcement shall be <u>ASTM A27 Grade 65-35</u> <u>ASTM A148 Grade 90-60</u>.
  
'''(G5.8)'''
+
'''(G5a6)'''
:Note: INDICATE IN REMARKS COLUMN:
+
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.  
::A.) IF PILING WERE DRIVEN TO PRACTICAL REFUSAL.
 
::B.) PILE BATTER IF OTHER THAN SHOWN ON BENT DETAIL SHEET.
 
::C.) TYPE OF PILING USED.
 
  
'''(G5.9)'''
+
'''(G5a7)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.
+
:Closure plate shall not project beyond the outside diameter of the pipe pile. Satisfactory weldments may be made by beveling tip end of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe. Payment for furnishing and installing closure plate will be considered completely covered by the contract unit price for Galvanized Cast-In-Place Concrete Piles.
  
== H. Superstructure Notes ==
+
'''(G5a8)'''
 +
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
  
 +
'''(G5a9a) Use the following note for seismic category A'''
 +
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
  
=== H1. Steel ===
+
'''(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.
  
'''Plate Girders - (Shop welding)'''
+
'''(G5a10)'''
 +
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
+
'''(G5a11)'''
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
+
:Closure plate need not be galvanized.  
 +
 
 +
'''(G5a12) '''
 +
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.  
  
 +
'''(G5a13) '''
 +
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''Welded Shop Splices'''
+
'''(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.
  
'''(H1.1.1) Place near Welded Shop Splice Details.'''
 
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
 
  
'''(H1.2)'''
 
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.
 
  
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
+
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
 
  
 +
'''(G5b1)'''
 +
:Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).
 +
 +
'''(G5b2)'''
 +
:Open ended pile shall be augered out to the minimum pile cleanout penetration elevation and filled with Class B-1 concrete.
  
'''Plate Girders with Camber'''
+
'''(G5b3)'''
 +
:Concrete for cast-in-place pile shall be Class B-1.
  
'''(H1.4) Place near the elevation of girder.'''
+
'''(G5b4)'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Steel casting for open ended cutting shoe pile point reinforcement shall be <u>ASTM A27 Grade 65-35</u> <u>ASTM A148 Grade 90-60</u>.
  
 +
'''(G5b5)'''
 +
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
  
'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''
+
'''(G5b6)'''
 +
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.  
  
'''(H1.5)'''
+
'''(G5b7a) Use the following note for seismic category A'''
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, <u>curb,</u> <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
  
'''(H1.6)'''
+
'''(G5b7b) Use the following note for seismic category B, C or D'''
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
+
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
  
'''(H1.6.1)'''
+
'''(G5b8)'''
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier curb</u>.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''(H1.7)'''
+
'''(G5b9)'''
:<u>&nbsp;&nbsp;&nbsp;&nbsp;</u> dimensions may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel.  No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.
+
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
'''Note:''' Increase the haunch by 1/2"&plusmn; more than what is required to make one size shear connector work for both the C.I.P. and the S.I.P. Options.
+
'''(G5b10)'''
 +
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
 +
'''(G5b11)'''
 +
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
  
'''ASTM A709 Grade 50W Structural Steel (Uncoated)'''
 
  
'''(H1.8) Place near detail of bolted field splice.'''
+
===G6. As-Built Pile and Drilled Shaft Data===
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
 
  
 +
'''(G6.1) Include A, B and C with all pile types. Include D and E along with bracketed guidance when piles are being dynamic tested.'''
  
'''Structures without Longitudinal Section'''
+
:Indicate in remarks column:
  
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
+
:A. Pile type and grade
:Haunch slab to bear.
 
  
 +
:B. Batter
  
'''Top of End Bent Backwall (Without expansion device)'''
+
:C. Driven to practical refusal
  
'''(H1.10)'''
+
:D. PDA test pile
:Two layers of 30# roofing felt.
 
  
 +
:E. Minimum tip elevation controlled
  
'''Section thru Spans'''
+
:(Use when actual blow count is less than PDA blow count due to minimum tip elevation requirement.  A plus sign (+) shall be placed after the PDA nominal axial compressive resistance value indicating actual value is higher than PDA value.)
  
'''(H1.11) Place on the slab sheet when applicable.'''
+
'''(G6.2) Use this note when only drilled shafts are shown on the sheet. '''
:For details of <u>safety barrier curb</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
:Indicate remarks in the remarks column.
  
'''Web Stiffeners'''
+
'''(G6.3) '''
  
'''(H1.12)'''
+
:This sheet to be completed by MoDOT construction personnel.
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
 
  
'''(H1.13)'''
+
===G7. Steel HP Pile===
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
 
  
'''(H1.14)'''
+
'''(G7.1) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Splice Detail - Galvanized.'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
+
:Galvanizing material shall be omitted or removed one inch clear of weld locations in accordance with [https://www.modot.org/missouri-standard-plans-highway-construction Sec 702].
  
'''(H1.15)'''
+
'''(G7.2) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Seismic Anchor Detail.'''
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
+
:Angles shall be coated with a minimum of two coats of non-aluminum epoxy mastic primer to provide a dry film thickness of 4 mils minimum, 8 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. Bolts, washers and nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.
 +
<div id="(G7.4) (Use the following note"></div>
 +
'''(G7.3) Use on all plans where HP piles are anticipated to be driven to refusal on rock at any depth.'''
  
 +
:HP piles are anticipated to be driven to refusal on rock. Review all borings for depth of rock and restrict driving as appropriate to comply with hard rock driving criteria in accordance with [https://www.modot.org/missouri-standard-plans-highway-construction Sec 702]. When pile refusal on rock occurs, as approved by the engineer, the minimum nominal axial compressive resistance is verified and no additional pile driving verification method is required.
  
'''Wide Flange Beams - (Shop Welding)'''
+
===G8. Drilled Shaft===
 +
<div id="Drilled Shafts"></div> 
  
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
+
'''(G8.1) Include underlined portion when a minimum thickness is required and shown on the plans as minimum.'''
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices.  All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on the design plans.
+
:Thickness of permanent steel casing shall be <u>as shown on the plans and</u> in accordance with Sec 701.
  
 +
'''(G8.2) Note may not be required with drilled shafts for high mast tower lighting.'''
 +
:An additional 4 feet has been added to V-bar lengths and additional __-#_-P___ bars have been added in the quantities, if required, for possible change in drilled shaft or rock socket length. The additional V-bar length shall be cut off or included in the reinforcement lap if not required. The additional P bars shall be spaced similarly to that shown in elevation, if required, or to a lesser spacing if not required, but not less than 6-inch centers.
  
'''Shear Connectors'''
+
'''(G8.3) Note not required with drilled shafts for high mast tower lighting. '''
  
'''(H1.17)  Include shear connectors in material which connectors are attached.'''
+
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
 
  
'''(H1.18)'''
+
'''(G8.4) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.
+
:Drilling slurry, if used, shall require desanding.  
  
 +
'''(G8.5) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
 +
:The following non-factored base reactions were used to design the drilled shafts for the <u> &nbsp;  &nbsp;  &nbsp; </u> ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.
 +
 +
:&nbsp;*'''Values used in the design of the drilled shaft.'''
 +
 +
'''(G8.6) Use the following note only when the tops of drilled shafts are ≤ 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
 +
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.
  
'''Notch Toughness for Wide Flange Beams
+
'''(G8.7)'''
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
+
:The tip of casing shall not extend into the rock socket elevation range reported in the Foundation Data table without approval by the engineer.
:(Place the following note near the "Plan of Structural Steel".)'''
 
  
'''(H1.19)'''
+
== H. Superstructure Notes ==
:<math>\, *</math> Notch toughness is required for all wide flange beams.
 
  
  
'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''
+
=== H1. Steel ===
  
'''(H1.20)'''
+
'''Plate Girders - (Shop welding)'''
:<math>\, *</math> Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
 
  
 +
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
 +
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
  
'''Notch Toughness for Plate Girders
 
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''
 
  
'''(H1.21)'''
+
'''Welded Shop Splices'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
 
:All web plates shall be subject to notch toughness requirements.
 
  
'''(H1.21.1)'''
+
'''(H1.1.1) Place near Welded Shop Splice Details.'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
+
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
 +
<div id="(H1.2)"></div>
 +
'''(H1.2) Use for the welded connection of intermediate web stiffener to compression flange.  Use for the welded connection of intermediate diaphragm connection plate to compression flange when bolted connection detail is used for tension flange.'''
 +
:(3) Weld to compression flange as located on Elevation of Girder.  
  
 +
<div id="(H1.3) Add to note (H1.2)"></div>
  
'''(Place <math>\, ***</math> near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)'''
+
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges. Caution: Using this note means that these structural steels are already on the system. Any new construction using these structural steels requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.'''
  
'''(H1.22)'''
+
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
 
  
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
+
'''Plate Girders with Camber'''
 +
 
 +
'''(H1.4) Place near the elevation of girder.'''
 +
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
  
'''(H1.23)'''
+
'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
 
  
 +
'''(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, barrier, <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
  
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.6)'''
 +
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
  
'''Plan of Structural Steel and Elevation of Stringers or Girders'''
+
'''(H1.6.1)'''
 +
:Dead load deflection includes weight of structural steel, concrete slab, and barrier.
  
'''(H1.24)'''
 
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
 
  
 +
'''(H1.7)'''
 +
:'''*''' Dimension (bottom of slab to top of web)  may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel.  No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.
  
'''Oversized Holes for Intermediate Diaphragms'''
+
'''Note:''' Increase the haunch by 1/2"&plusmn; more than what is required to make one size shear connector work for both the CIP and the SIP options.
 
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
 
  
'''(H1.26)'''
 
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
 
  
 +
'''Bolted Field Splices for Plate Girders and Wide Flange Beams use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.'''
  
'''Slab drain attachment holes'''
+
'''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.'''
 
   
 
   
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
+
: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>
  
'''(H1.27)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:For location of slab drain attachment holes, see slab drain details sheet.
+
|-
 +
|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)'''
 +
:Bolts shall be 7/8-inch diameter ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> in 15/16-inch diameter holes.
  
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 
  
'''Plan of Structural Steel'''
+
'''Structures without Longitudinal Section'''
 
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 
  
'''(H1.28)'''
+
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Haunch slab to bear.
  
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''Top of End Bent Backwall (Without expansion device)'''
  
'''(H1.29)'''
+
'''(H1.10)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Two layers of 30-lb roofing felt.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Section thru Spans'''
 
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
+
'''(H1.11) Place on the slab sheet when applicable.'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
+
:For details of <u>barrier</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Web Stiffeners'''
 
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
+
'''(H1.12)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
+
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
 +
'''(H1.13)'''
 +
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
  
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''  
+
'''(H1.14)'''
 +
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
  
'''Plan of Structural Steel'''
+
'''(H1.15)'''
 +
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
  
'''(H1.36)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''Wide Flange Beams - (Shop Welding)'''
 +
 +
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
 +
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices.  All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on the design plans.
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
 
  
'''(H1.37)'''
+
'''Shear Connectors'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''(H1.17)  Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
 +
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
  
'''Structures on Vertical Curve'''
+
'''(H1.18)'''
 +
:Shear connectors shall be in accordance with [https://www.modot.org/missouri-standard-plans-highway-construction Sec 712, 1037 and 1080].
  
'''(H1.39)'''
 
:Elevations shown are at top of web before dead load deflection.
 
  
 +
'''Notch Toughness for Wide Flange Beams  (Do not use the following notes if member is labeled as fracture critical.)
 +
:(Place an ∗ with all the beam sizes indicated on the "Plan of Structural Steel".)
 +
:(Place the following note near the "Plan of Structural Steel".)'''
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
+
'''(H1.19)'''
 +
:∗  Notch toughness is required for all wide flange beams.
  
'''(H1.40)'''
 
:The two 3/4"&oslash; high strength bolts that connect the 6 x 6 x 3/8 angle to the top flange shall be placed so the nut is on the inside of flange toward the web.
 
  
 +
'''(Place an ∗ with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''
  
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
+
'''(H1.20)'''
 +
:∗  Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
'''(H1.40.1)'''
 
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.
 
  
 +
'''Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)
 +
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 +
:'''(See [[751.5 Structural Detailing Guidelines#751.5.9.3.2 Notch Toughness|Plate Girder Example]] for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)'''
  
'''Bolted Field Splices for Plate Girders & Wide Flange Stringers'''
+
'''(H1.21)'''
 +
:∗ ∗ ∗  Indicates flange plates subject to notch toughness requirements.
 +
:All web plates shall be subject to notch toughness requirements.
  
'''(H1.41)'''
+
'''(H1.21.1)'''
:Use 7/8"&oslash; high strength bolts with 15/16"&oslash; holes.
+
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
  
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
+
'''(Place ∗ ∗ ∗ near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.) '''
  
'''(H1.42)'''
+
'''(H1.22)'''
:Bolts on intermediate diaphragms and cross frames that connect <u>girders</u> <u>stringers</u> under different construction stage slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.
+
:∗ ∗ ∗  Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
  
=== H2. Concrete ===
+
<div id="(H1.23)"></div>
 +
'''(H1.23) Structural Steel for Wide Flange Beams and Plate Girder Structures'''
  
 +
'''(H1.23a)'''
 +
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
  
==== H2a. Continuous Slab ====
+
'''(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM).'''
 +
Label FCM members in the details, and place the following note nearby.  Notes H1.19 through H1.22 are not required when the member is labeled as fracture critical.
  
'''Tubes for Voids'''
+
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-plans-highway-construction Sec 1080].
  
'''(H2.1)'''
+
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers.  Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].
 
  
 +
'''Plan of Structural Steel and Elevation of Beams or Girders'''
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
+
'''(H1.24)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|+(Do not show this table on plans)
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
 
|-
 
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|}
 
  
==== H2b. Precast Prestressed Panels ====
+
'''Oversized Holes for Intermediate Diaphragms'''
 +
 +
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
 +
 
 +
'''(H1.26)'''
 +
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
 +
 
 +
 
 +
'''Slab drain attachment holes'''
 +
 +
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
 +
 
 +
'''(H1.27)'''
 +
:For location of slab drain attachment holes, see slab drain details sheet.
 +
 
 +
 
 +
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 +
 
 +
'''Plan of Structural Steel'''
 +
 +
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 +
 
 +
'''(H1.28)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
 +
 
 +
'''(H1.29)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
 +
 +
'''Plan of Structural Steel'''
 +
 
 +
'''(H1.31)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
 +
 +
'''Elevation of Beams or Girders'''
 +
 
 +
'''(H1.32)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 +
 
 +
'''Plan of Structural Steel'''
 +
 
 +
'''(H1.36)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
  
'''(H2.5)'''
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.
 
  
'''(H2.6)'''
+
'''(H1.37)'''
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.
+
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''(H2.7)'''
 
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi).  Larger strands may be used with the same spacing and initial tension.
 
  
'''(H2.8)'''
+
'''Structures on Vertical Curve'''
:Initial prestressing force = 17.2 kips/strand.
 
  
'''(H2.9)'''
+
'''(H1.39)'''
:The method and sequence of releasing the strands shall be shown on the shop drawings.
+
:Elevations shown are at top of web before dead load deflection.
  
'''(H2.10)'''
 
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
 
  
'''(H2.11)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
 
  
'''(H2.12)'''
+
'''(H1.40) Use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.  '''
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
+
:Bolts shall be 3/4-inch diameter ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> that connect the 6 x 6 x 3/8 angle to the top flange and placed so the nut is on the inside of flange toward the web.  
  
'''(H2.13)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:All reinforcement other than prestressing strands shall be epoxy coated.
+
|-
 +
|colspan="2"|'''Guidance:''' Typically weathering steel is coated at expansion joints which require bolts to be coated. Type 3 bolted connections are coated with an epoxy mastic before the field coat is applied.  
 +
|}
  
'''(H2.14''')
 
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.
 
  
'''(H2.15)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
 
  
'''(H2.16)'''
+
'''(H1.40.1)'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
+
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.
 
 
'''(H2.17)'''
 
:S-bars are not listed in the bill of reinforcing.
 
 
 
'''(H2.18)'''
 
:All panel support pads shall be glued to the girder.  When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom.  The glue used shall be the type recommended by the panel support pads manufacturer.
 
  
'''(H2.19)'''
 
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
 
  
'''(H2.20)'''
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
:Bolts for intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.
  
'''(H2.21)'''
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands. Strands 2'-0" or shorter may then be debonded at the fabricator's option.
+
:Existing <u>bolts</u> <u>rivets</u> on intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be removed and replaced with new in kind high strength bolts installed snug tight and in accordance with Sec 712. The high strength bolts shall be tightened after both adjacent slab pours are completed. Cost will be considered incidental to other pay items.
  
'''(H2.22)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
+
:'''*''' At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
 +
'''Haunching (Use for wide flange deck replacements.) '''
  
'''(Prestressed Spans)'''
+
'''(H1.51)'''
 +
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2.26)'''
+
'''(H1.53) Drip angles''' (Notes for Bridge Standard Drawings)
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch. Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances. No more than 2 inches total thickness shall be used.
+
:'''(H1.53a)''' Drip angles shall be caulked with dark brown caulking against flange, web and fillet welds.
 +
:'''(H1.53b)''' Drip angles shall be same grade as bottom flange.
 +
:'''(H1.53c)''' Use 1/2-inch diameter ASTM F3125 Grade A325 Type 3 for bolted connection.
  
'''(H2.27)'''
+
=== H2. Concrete ===
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
 
  
'''(H2.28)'''
 
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness.  Dimensions shall be shown on the shop drawings.
 
  
'''(H2.29)'''
+
==== H2a. Continuous Slab ====
:Slab thickness over prestressed panels varies due to girder camber.
 
  
'''(H2.30)'''
+
'''(H2a.1) Use for voided slabs'''
:In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structureNo payment will be made for additional labor or materials required for necessary grade adjustment.
+
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centersFiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].
  
'''(H2.31)'''
 
:Use slab haunching diagram on Sheet No. <u>&nbsp;&nbsp;</u> for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.
 
  
 +
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
  
'''(Steel Spans)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
+
|+(Do not show this table on plans)
'''(H2.34)'''
+
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch, except over splice plates where minimum thickness shall be 1/4 inch.  When the material is less than 1/2 inch thick over a splice plate, the width of material at the splice shall be the same width as panel on splice.  Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances.  No more than 2" total thickness shall be used.
+
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
 
+
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
'''(H2.35)'''
+
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram. The polystyrene bedding material may be cut to match haunch height above top of flange.
+
|-
 
+
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
'''(H2.36)'''
+
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel. No payment will be made for additional labor or materials for the adjustment.
+
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
+
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
'''(H2.37)'''
+
|-
:S-bars shown are used with skewed end panels, or square end panels of square structures only.  The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
'''(H2.38)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No. <u>&nbsp;&nbsp;</u>.  These adjustments shall be within the limits noted in the general notes.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
+
|-
'''(H2.39)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
==== H2c. Prestressed Girders ====
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
+
|-
'''General Notes: Prestressed I Girders and Double-Tee Girders'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
'''(H2.41)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and <math>\, f'_{ci}</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
+
|-
'''(H2.42)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
:(+) indicates prestressing strand.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
'''(H2.43)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
'''(H2.44)'''
+
|-
: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.
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
'''Place the following notes with the above general notes for Prestressed I-Girders only.'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 
+
|-
'''(H2.45)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
'''(H2.46)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
'''(H2.47)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
'''(H2.48) (Use only when applicable.)'''
+
|-
:Exterior and interior girders are the same, except for coil ties, <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate</u> <u>diaphragms</u>.
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
'''(H2.49)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
: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 girders are erected, then replaced by coil tie rods.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
+
|-
'''(H2.50)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
:All B1 <u>and C1</u> bars shall be epoxy coated.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
'''(H2.51)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" 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.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
+
|-
:<math>\, **</math>  At the contractor's option the location for bent-up strands may be varied from that shown.  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.
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 
+
|-
'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
'''(H2.53)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 
+
|}
'''(H2.54)'''
 
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.
 
 
 
'''(H2.55)'''
 
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.
 
 
 
'''(H2.56)'''
 
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
 
 
 
'''(H2.57) Place near diaphragm details.'''
 
:Diaphragms at intermediate bents shall be built vertical.
 
 
 
 
 
'''Slab Haunching'''
 
 
 
'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
 
:The slab thickness varies from <u>(1)</u> to <u>(2)</u> within the parabolic crown.
 
 
 
'''(1) Minimum slab thickness.'''<br/>
 
'''(2) Minimum slab thickness minus 1/4".'''
 
 
 
'''(H2.59) Place with camber diagram.'''
 
:Conversion factors for girder camber
 
:::'''Use with spans 75' and greater in length.'''
 
:::0.1 pt. = 0.314 x 0.5 pt.
 
:::0.2 pt. = 0.593 x 0.5 pt.
 
:::0.3 pt. = 0.813 x 0.5 pt.
 
:::0.4 pt. = 0.952 x 0.5 pt.
 
 
 
:::'''Use  with spans less than 75' in length.'''
 
:::0.25 pt. = 0.7125 x 0.5 pt.
 
 
 
'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
 
:If girder camber is different from that shown in the camber diagram, <u>adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary.  No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment.
 
 
 
'''(H2.61)'''
 
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girders</u> <u>Concrete Bulb-tee Girders</u>.
 
 
 
'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
 
:Prestressing strands at End Bents No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> <u>and Intermediate</u> <u>Bents</u> No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> 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.
 
 
 
'''(H2.64)'''
 
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"&oslash; holes and one hardened washer per bolt.
 
 
 
'''(H2.65)'''
 
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation.  A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.
 
 
 
'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].
 
 
 
'''(H2.66)'''
 
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
 
 
 
'''(H2.67)'''
 
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
 
 
 
'''(H2.68)'''
 
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.
 
 
 
'''(H2.69)'''
 
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
 
  
'''(H2.70) Place on the Prestressed I Girder sheet.'''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.  Drilling is not allowed.
 
  
'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
+
'''H2b1. Notes for both Concrete and Steel Spans '''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.
 
  
 +
'''(H2b1.1)'''
 +
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
  
'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''
+
'''(H2b1.2)'''
 +
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.
  
'''(H2.80)'''
+
'''(H2b1.3)'''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagramConcrete in the slab is included in the estimated quantities as Class B-2 concrete.
+
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi)Larger strands may be used with the same spacing and initial tension.
  
'''(H2.81)'''
+
'''(H2b1.4)'''
:The slab is to be built parallel to grade and to a minimum thickness of <u>&nbsp;&nbsp;</u>" (Except varies from <u>&nbsp;&nbsp;</u>" to <u>&nbsp;&nbsp;</u>" within parabolic crown).
+
:Initial prestressing force = 17.2 kips/strand.
  
 +
'''(H2b1.5)'''
 +
:The method and sequence of releasing the strands shall be shown on the shop drawings.
  
'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''
+
'''(H2b1.6)'''
 +
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
  
'''(H2.82)'''
+
'''(H2b1.7)'''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure.  No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.
+
:When squared end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
  
'''(H2.83)'''
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
:See girder sheet for girder camber diagram.
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
  
'''(H2.84)'''
+
'''(H2b1.9)'''
:Lifting loops:  Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
+
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''(H2.85)'''
+
'''(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement. '''
:Welded wire fabric:  Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
  
 +
'''(H2b1.11) References the S-bars shown in the Plan of Panels Placement. '''
 +
:S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.
  
'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''
+
'''(H2b1.12)'''
 +
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''(H2.86)'''
+
'''(H2b1.13)'''
:See slab sheet for spacing of rail posts.
+
:S-bars are not listed in the bill of reinforcing.
  
'''(H2.87)'''
+
'''(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes. '''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.
+
:Joint filler shall be glued to the <u>girder</u> <u>beam</u>. When thickness exceeds 1 1/2 inches, the joint filler shall be glued top and bottom. The glue used shall be the type recommended by the joint filler manufacturer.
  
'''(H2.88)'''
+
'''(H2b1.15)'''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents = <u>&nbsp;</u>'-<u>&nbsp;</u>".
+
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''(H2.89)'''
+
'''(H2b1.16) References the transverse S-bars extension into integral end bents shown in the Plan of Panels Placement. '''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".
+
:Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.
  
==== H2d. Prestressed NU Girders ====
+
'''(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels. '''
 +
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands.  Strands 2'-0" or shorter may then be debonded at the fabricator's option.
  
'''General Notes: Prestressed NU Girders'''
+
'''(H2b1.18)'''
 +
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
  
'''(H2.90)'''
+
'''(H2b1.19) Place under the Bending Diagram for U1 Bar. '''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
+
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
  
'''(H2.91)'''
+
'''(H2b1.20) Place as last note under Joint Filler heading in the General Notes. '''
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
+
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
  
'''(H2.92)'''
+
'''(H2b1.21)'''
:Girders shall be lifted by devices designed by the fabricator.
+
:Prestressed panels shall be brought to saturated surface-dry (SSD) condition just prior to the deck pour. There shall be no free standing water on the panels or in the area to be cast.
  
'''(H2.93)'''
+
'''(H2b1.22)'''  
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shownBond breaker shall be applied to this region only. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
+
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 +
   
 +
'''(H2b1.23) References the transverse S-bars extension beyond the edge of girder or beam shown in the Plan of Panels Placement.'''
 +
:Extend S-bars 9 inches beyond edge of <u>girder</u> <u>beam (Typ.)</u>.
  
'''(H2.94)'''
+
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60.  Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.
+
:Contractor shall ensure proper consolidation under and between panels.
  
'''(H2.95)'''
+
'''(H2b1.25) Place as first note under Joint Filler heading in the General Notes. '''
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.
+
:Joint filler shall be preformed fiber expansion joint material in accordance with Sec 1057 or expanded or extruded polystyrene bedding material in accordance with Sec 1073.
  
'''(H2.96)'''
+
'''(H2b1.26) References the #3-P1 bars in the squared and truncated end panels only shown in the Plans of Squared Panel and Optional Truncated End Panel.'''
:Drilling is not allowed.
+
:For end panels only, P1 bars shall be 2’-0” in length and embedded 12”. P1 bars will not be required for panels at squared integral end bents.  
  
 +
'''(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel. '''
 +
: #3-P2 bars near edge of panel at bottom (under strands).
  
'''Note to Detailer:'''<br/>Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.
+
'''(H2b1.28) References the bottom transverse slab bars shown in the section near the expansion gap. Not required if there is not an expansion gap on the bridge. '''
 +
:S-bars shown are used with skewed end panels, or squared end panels of squared structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.
  
 +
'''(H2b1.29) References #3-P1 bars required at expansion gaps shown in the Plan of Optional Skewed End Panel. Not required if there is not an expansion gap on the bridge. '''
 +
:P1 bars not required for integral bents.
  
'''Prestressed Girders & Prestressed Panels:'''
+
'''(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.'''
:C2.1, C2.2, C2.3 & C2.4
+
:For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.
  
'''Concrete - Prestressed Girders'''
 
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88
 
  
=== H3. Bearings ===
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
  
 +
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
 +
:Thicker material may be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.
  
==== H3a. Type C & D ====
+
'''(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes. '''
 +
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/2 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
  
'''The following notes apply to Type "C" Bearings.'''
+
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
 +
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the <u>girder</u> <u>beam</u> top flange thickness.  Dimensions shall be shown on the shop drawings.
  
'''(H3.1)'''
+
'''(H2b2.8) References the slab thickness above the panel shown in Section A-A. '''
:Anchor rods for Type "C" bearings shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete.  Swedging shall be 1" less than the extension into the concreteAnchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel.  The top of anchor rods shall be set approximately 1/4" below the top of bearing.
+
:Slab thickness over prestressed panels varies due to <u>girder</u> <u>beam</u> camber. In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structureNo payment will be made for additional labor or materials required for necessary grade adjustment.
  
'''(H3.2)'''
+
'''(H2b2.10) Place as second note under Joint Filler heading in the General Notes. '''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.  
  
'''(H3.3)'''
 
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.4)'''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.5)'''
+
'''(H2b3.1) Place as third note under Joint Filler heading in the General Notes. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:Thicker material shall be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.  
  
 +
'''(H2b3.2) Place as fourth note under Joint Filler heading in the General Notes. '''
 +
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from <u>Girder</u> <u>Beam</u> Camber Diagram.  The polystyrene bedding material may be cut to match haunch height above top of flange.
  
'''The following notes apply to Type "D" Bearings.'''
+
'''(H2b3.3) References the slab thickness above the panel shown in Section A-A. '''
 +
:Adjustment in the slab thickness, joint filler, or grade will be necessary if the <u>girder</u> <u>beam</u> camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel.  No payment will be made for additional labor or materials for the adjustment.
  
'''(H3.6)'''
+
'''(H2b3.5) Place as second note under Joint Filler heading in the General Notes. '''
:Anchor rods for Type "D" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
+
:The thickness of the joint filler shall be adjusted to achieve the slab haunching dimension found on Sheet No. __These adjustments shall be within the limits noted in the table of Joint Filler Dimensions.
  
'''(H3.7)'''
+
==== H2c. Prestressed Girders and Beams====
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.8)'''
+
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''  
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.9)'''
+
'''(H2c1.1)'''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
: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.
 +
<div id="(H2c1.3)"></div>
 +
'''(H2c1.3)'''
 +
:Use ___ strands, <u>1/2</u> <u>0.6</u>"ø Grade 270, with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
  
'''(H3.10)'''
+
'''(H2c1.4) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:Pretensioned members shall be in accordance with Sec 1029.
  
 +
'''(H2c1.5) '''
 +
:Fabricator shall be responsible for location and design of lifting devices.
 +
<div id="(H2c1.7)"></div>
 +
'''(H2c1.7) All girders and beams except double-tee girders. Top flange blockout for multiple span NU girders only. Application of bond breaker for prestressed panel decks on NU girders and spread beams only.'''
 +
:Exterior and interior <u>girders</u> <u>beams</u> are the same except: coil ties, <u>top flange blockout,</u> <u>application of bond breaker,</u> <u>coil inserts for slab drains,</u> <u>holes for steel intermediate diaphragms</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. __.
  
'''The following note applies to Type "D" Bearings Modified.'''
+
<div id="(H2c1.10)"></div>
 +
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
 +
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed. For location of holes and details of steel intermediate diaphragms, see Sheet No. __.
  
'''(H3.11)'''
+
'''(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>. '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
  
==== H3b. Type E ====
+
'''(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>. 
  
'''The following notes apply to Type "E" Bearings.'''
+
<div id="(H2c1.38)"></div>
 +
'''(H2c1.38)  '''
 +
:For location of coil ties at <u>concrete diaphragms</u> <u>and integral bents</u>, see Sheet<u>s</u> No. __<u>and</u> __. 
  
'''(H3.15)'''
+
'''(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).'''
:Anchor rods for Type "E" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
+
:All strands are fully bonded unless otherwise noted.
  
'''(H3.16''')
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
+
: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.  
  
'''(H3.17)'''
 
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.18)'''
+
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''  
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.19)'''
+
<div id="(H2c2.2)"></div>
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
'''(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.  
  
'''(H3.20)'''
+
'''(H2c2.3) '''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
+
:Alternate bar reinforcing steel details are provided and may be used. The same type of reinforcing steel shall be used for all girders in all spans.
  
'''(H3.21)'''
+
<div id="(H2c2.10)"></div>
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes.  '''
  
'''The following note apply to Type "E" Bearings Modified.'''
+
'''(H2c3.1) '''
 +
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.
  
'''(H3.22)'''
+
'''(H2c3.2) '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.  
  
==== H3c. Type N PTFE ====
+
'''(H2c3.3) '''
 +
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
  
'''(H3.25)'''
+
'''(H2c3.4) '''
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or 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.
+
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
  
'''(H3.26)'''
+
'''(H2c3.5) '''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
  
'''(H3.27)'''
+
'''(H2c3.6) '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
  
'''(H3.28)'''
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used. '''
:Anchor rod 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.
 
  
 +
'''(H2c3.10) '''
 +
:See slab sheet for spacing of rail posts. 
  
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(H2c3.11) '''
 +
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths. 
  
'''(H3.29)  Use grade per Design Comps.'''
+
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
: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 (5 mils minimum).  The stainless steel plate shall be protected from any coating.
 
  
 +
'''H2c4. Blank'''
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
 
  
'''(H3.29.1)'''
+
'''H2c5. Blank  '''
:Structural steel for sole plate shall be ASTM A709 Grade 50W. The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
+
   
  
'''(H3.30)'''
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
:Type N PTFE Bearings shall be in accordance with Sec 716.
+
<div id="(H2c6.1)"></div>
  
'''(H3.32)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearings.  Payment for fabricating and installing the stopper plates <u>and straps</u> will be considered completely covered by the contract unit price for Type N PTFE Bearing.
+
:Conversion factors for <u>girder</u> <u>beam</u> camber (Estimated at 90 days): 
  
'''(H3.33)'''
+
:'''Use with spans 75' and greater in length. '''
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.
+
:0.1 pt. = 0.314 x 0.5 pt.
 +
:0.2 pt. = 0.593 x 0.5 pt.
 +
:0.3 pt. = 0.813 x 0.5 pt.
 +
:0.4 pt. = 0.952 x 0.5 pt.  
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
:'''Use with spans less than 75' in length. '''
 +
:0.25 pt. = 0.7125 x 0.5 pt.
 +
<div id="Place notes H2c6.10 thru H2c6.14"></div>
 +
'''Place notes H2c6.10 thru H2c6.14 with slab haunching diagram '''<font color="purple">[MS Cell]</font color="purple">''' (slab thickness diagram '''<font color="purple">[MS Cell]</font color="purple">''' for double-tee girders and adjacent beams).  '''
  
'''(H3.45)'''
+
'''(H2c6.10) Omit underlined haunch segments for double-tee girders and adjacent beams.  The minimum embedment sentence is not applicable for Box Beams. Omit hairpin bar when not used on the plan details.'''
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
+
:If <u>girder</u> <u>beam</u> camber is different from that shown in the camber diagram, in order to maintain minimum slab thickness, <u>an adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. <u>The haunch shall be limited to ensure the projecting girder reinforcement</u> <u>or hairpin bar</u> <u>is embedded into slab at least 2 inches.</u> No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment.   
  
'''(H3.46)'''
+
'''(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.  '''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Concrete in the slab <u>haunches</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''(H3.47)'''
+
'''(H2c6.13) Use only for double-tee girders and adjacent beams.  Underline part only required when the slab thickness within parabolic crown is less than the minimum slab thickness.  A = minimum slab thickness.  B = slab thickness at crown centerline.  '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:The slab is to be built parallel to grade and to a minimum thickness of '''''A''''' <u>(Except varies from '''''A''''' to '''''B''''' within parabolic crown)</u>.
  
'''(H3.48)'''
+
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet.  '''
:Anchor rod 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.
+
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.
  
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
 
: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 (5 mils minimum).
 
  
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''H2c7. Steel Intermediate Diaphragms '''  
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 
  
'''(H3.50)'''
+
'''(H2c7.1) For the location of (*), see [[751.22 Prestressed Concrete I Girders#751.22.3.11 Steel Intermediate Diaphragms|EPG 751.22.3.11 Steel Intermediate Diaphragms]].  '''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
+
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.  
  
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
+
'''(H2c7.2) For the location of (**), see [[751.22 Prestressed Concrete I Girders#751.22.3.11 Steel Intermediate Diaphragms|EPG 751.22.3.11 Steel Intermediate Diaphragms]].  '''
 +
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. ASTM F3125 Grade A325 Type 1 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts. 
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''(H2c7.3) '''
 +
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
  
'''(H3.65)'''
+
'''(H2c7.4) '''
:Flat plate bearings shall be straightened to plane surfaces.
+
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
  
'''(H3.66)'''
+
'''(H2c7.5) '''
:Anchor rods shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts.  Top of anchor rods shall be set approximately 1/2" above top of bottom flange.
+
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.  
  
'''(H3.67)'''
+
'''(H2c7.6) '''
:Bottom flange of beam <u>and bevel</u> plate shall have 1 1/4"&oslash; holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.
+
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents  '''
  
'''(H3.68)'''
+
'''(H2c8.1) Place near diaphragm details for all girders and beams except for double-tee girders at the following grades: 16” > 5%, 22” > 4% and 30” > 3%. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:Diaphragms at intermediate bents shall be built vertical.
  
'''(H3.69)'''
+
=== H3. Bearings ===
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.
 
  
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
==== H3a. Type C & D ====
  
'''(H3.70)'''
+
'''The following notes apply to Type C Bearings.'''
:Material shall be ASTM A709 Grade 36 steel.  Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit.  After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
 
  
'''(H3.71)'''
+
'''(H3.1)'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).
+
:Anchor bolts for Type C bearings shall be 1"ø ASTM F1554 Grade 55 swedged bolts, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor bolts shall be set in the drilling holes or in the anchor bolt wells and grouted prior to the erection of steel. The top of anchor bolts shall be set approximately 1/4" below the top of bearing.  
  
 +
'''(H3.2)'''
 +
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
'''(H3.3)'''
 +
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.75)'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
:All fillets shall have a 3/4" radius.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.76)'''
+
'''(H3.5)'''
:Anchor rods shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Furnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
 
 
 
'''(H3.77)'''
 
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings.  Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
 
 
 
'''(H3.78)'''
 
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
=== H4. Conduit System ===
 
  
'''(H4.1)'''
+
'''The following notes apply to Type D Bearings.'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
 
  
'''(H4.2)(3" cover cannot be achieved when conduit is in the slab.)'''
+
'''(H3.6)'''
:All conduit shall be rigid non-metallic schedule 40 heavy wall PVC (polyvinyl chloride plastic) <u>with 3" minimum cover in concrete</u>.  Each section of conduit shall bear the Underwriters' Laboratories, Inc., (UL) label.
+
:Anchor bolts for Type D bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings. Swedging shall be 1" less than extension into the concrete.
  
'''(H4.2.1)'''
+
'''(H3.7)'''
:All Conduit Clamps shall be commercially available conduit clamp approved by the engineer.
+
: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].  
  
'''(H4.3)'''
+
'''(H3.8)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
+
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H4.4)'''
+
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
:Light standards, wiring and fixtures shall be furnished and installed by others.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H4.5)'''
+
'''(H3.10)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.6)'''
 
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
 
  
'''(H4.7)'''
+
'''The following note applies to Type D Bearings Modified.'''
:Expansion fittings shall provide a minimum movement in either direction of <u>&nbsp;&nbsp;&nbsp;</u> <u>at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; at filled joints</u>.  Expansion fittings shall be equal to Carlon Electrical Construction Products or Cantex, Inc.
 
  
'''(H4.7.1)'''
+
'''(H3.11)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H4.8) (Surface mount junction boxes, except on sidewalks, when existing concrete is present.  Flush mount junction boxes in new concrete.)'''
+
==== H3b. Type E ====
:All end bent and <u>parapet,</u> <u>sidewalk,</u> <u>safety barrier curb</u> junction boxes shall be PVC molded <u>flush</u> <u>surface</u> mounted and equal to Carlon Electrical Construction Products or Cantex, Inc.  The conduit terminations shall be permanent or separable.  The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.
 
  
'''(H4.9) Add for all structures with conduit.'''
+
'''The following notes apply to Type E Bearings.'''
:Weepholes shall be provided at appropriated locations to drain any moisture in the conduit system.
 
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
'''(H3.15)'''
:Conduit shall be secured to concrete with clamps at about 5'-0" ctsConcrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM -153, B695-91 Class 50 or stainless steelMinimum embedment in concrete shall be 1 3/4".  The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.
+
:Anchor bolts for Type E bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearingsSwedging shall be 1" less than extension into the concrete.
  
'''(H4.11) Use for payment of Conduit System.'''
+
'''(H3.16''')
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.
+
: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].
  
=== H5. Expansion Devices ===
+
'''(H3.17)'''
 +
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
 +
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
 +
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
==== H5a. Finger Plate ====
+
'''(H3.20)'''
 +
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly.  The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
  
'''(H5.1) For stage construction or other special cases, see Structural Project Manager.'''
+
'''(H3.21)'''
:Finger plate shall be cut with a machine guided gas torch from one plate.  The plate from which fingers are cut may be spliced before fingers are cut.  The surface of cut shall be perpendicular to the surface of plate.  The cut shall not exceed 1/8" in width.  The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown.  No splicing of finger plate or finger plate assembly will be allowed after fingers are cut.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.2)'''
 
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.3)'''
+
'''The following note applies to Type E Bearings Modified.'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
 
  
'''(H5.4)'''
+
'''(H3.22)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123.  Anchors need not be protected from overspray.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H5.5)'''
+
==== H3c. Type N PTFE ====
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.
 
  
'''(H5.6)'''
+
'''(H3.24)'''  
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
+
:Design coefficient of friction equals 0.06.
  
'''(H5.7) Use note for steel structures.'''
+
'''(H3.25)'''
:All holes shown for connections to be subpunched 11/16"&oslash; (shop or field drill) and reamed to 13/16"&oslash; in field.
+
: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.
  
'''(H5.8) Place note near "Plan of Slab".'''
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
:'''"the web of W14 x 43" is for steel structures'''
+
: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].
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
 
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>the web of W14 x 43</u> <u>and</u> <u>the 3/4" vertical mounting plate</u> at the expansion device.
 
  
'''(H5.9)'''
+
'''(H3.27)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
==== H5b. Flat Plate ====
+
'''(H3.28)'''
 +
: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.
  
'''(H5.16)'''
 
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.17)'''
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.18)'''
+
'''(H3.29) Use grade per Design Comps.'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
+
: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.
  
'''(H5.19)'''
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
+
'''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>
 +
'''(H3.29.1)'''
 +
: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. '''
  
'''(H5.20)'''
+
'''(H3.29.2)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.
+
: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.
  
'''(H5.21)'''
+
'''(H3.30)'''
:Concrete shall be forced under and around the flat plate, anchors and angles.  Proper consolidation shall be achieved by localized internal vibration.  Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device.  The vertical and horizontal concrete vent holes shall be offset from each other.  Do not alternate holes at the 12" spacing.
+
:Type N PTFE Bearings shall be in accordance with Sec 716.
  
'''(H5.22) Use this note when expansion device is at an end bent.'''
+
'''(H3.31)'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
+
:PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.  
  
'''(H5.23) Place this note near "Plan of Slab".'''
+
'''(H3.32)'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>vertical plate</u> <u>and</u> <u>the vertical leg of the angle</u> at the expansion device.
+
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearings.  Payment for fabricating and installing the stopper plates <u>and straps</u> will be considered completely covered by the contract unit price for Type N PTFE Bearing.
  
'''(H5.24)'''
+
'''(H3.33)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.
  
==== H5c. Preformed Compression Joint Seal ====
+
==== H3d. Laminated Neoprene Pad Assembly ====
  
'''(H5.31)'''
+
'''(H3.45)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be requiredWelds shall be ground flush to provide a smooth surfaceThe expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
+
: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 nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be providedSwedging shall be 1" less than extension into the concrete.
  
'''(H5.32)'''
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
+
: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].
  
'''(H5.33)'''
+
'''(H3.47)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36.  Anchors for the expansion joint system shall be in accordance with Sec 1037.  Preformed compression seal expansion joint system shall be in accordance with Sec 717.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H5.34)'''
+
'''(H3.48)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123.  Anchors need not be protected from overspray.
+
: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.
  
'''(H5.35)'''
+
'''(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. '''
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
: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. 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 <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.
  
'''(H5.36) Place this note near "Plan of Slab".'''
+
'''(H3.50)'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from vertical leg of angle at the expansion joint system.
+
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
  
'''(H5.37)'''
+
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert.  The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permitted.  Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
 
  
 +
'''The following notes apply to Flat Plate Bearings.'''
  
'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''
+
'''(H3.65)'''
 +
:Flat plate bearings shall be straightened to plane surfaces.
  
'''(H5.38)'''
+
'''(H3.66)'''
:Size of armor angle:  Vertical leg of angle shall be a minimum of [[Image:751.50 circled 2.gif]] + 3/4".  Horizontal leg of angle shall be a minimum of 3".  Minimum thickness of angle shall be 1/2".
+
:Anchor bolts shall be 1"&oslash; ASTM F1554 Grade 55 swedged bolts, 10" long with no heads or nutsTop of anchor bolts shall be set approximately 1/2" above top of bottom flange.
  
'''(H5.39)'''
+
'''(H3.67)'''
:If a seal size larger than that indicated on the plans is used, the movement range, the opening at 60&deg; and all dimensions for the armor angles shall be shown on the shop drawings.
+
:Bottom flange of beam <u>and bevel</u> plate shall have 1 1/4"&oslash; holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.
  
==== H5d. Strip Seal ====
+
'''(H3.68)'''
 +
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.46)'''
+
'''(H3.69)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
+
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
 
:The strip seal gland shall be installed in joints in one continuous piece without field splices.  Factory splicing will be permitted for joints in excess of 53 feet.
 
  
'''(H5.47)'''
 
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.48''')
+
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50WAnchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.
+
 
 +
'''(H3.70)'''
 +
:Material shall be ASTM A709 Grade 36 steel.  Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit.  After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
 +
 
 +
'''(H3.71)'''
 +
:Edge A shall be rounded (1/16" to 1/8" radius).
  
'''(H5.49)'''
 
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
 
  
'''(H5.50)'''
+
'''The following notes apply to Carbon Steel Casting (Truss).'''
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
 
  
'''(H5.51) Place this note near "Plan of Slab".'''
+
'''(H3.75)'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from vertical leg of the steel armor at the expansion joint system.
+
:All fillets shall have a 3/4" radius.
  
'''(H5.52)'''
+
'''(H3.76)'''
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert.  The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permittedHoles in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
+
:Anchor bolts shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge bolts and shall extend 15" into concrete with ASTM A563 Grade A Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be providedFurnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
  
'''(H5.53) Use note with polymer concrete next to strip seal.'''
+
'''(H3.77)'''
:Polymer concrete shall be in accordance with Sec 623.
+
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings.  Pins, anchor bolts, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
  
==== H5e. Silicone Expansion Joint Sealant ====
+
'''(H3.78)'''
 +
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.61)'''
+
====H3f. Pot Bearing Pad Assembly====
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.62)'''
+
'''(H3.79)'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.63)'''
+
:The bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36.  Anchors for the expansion joint system shall be in accordance with Sec 1037.  Silicone Expansion Joint Sealant Systems shall be in accordance with Sec 717.
+
 +
'''(H3.80)'''
  
'''(H5.64)'''
+
:The contractor, in coordination with the bearing manufacturer, shall be responsible for sizing the sole plate and masonry plate and determining the size, number, and location of anchor bolts based on the load and movement capacities, indicated in the Bearing Data.
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
+
 +
'''(H3.81)'''
  
'''(H5.65)'''
+
:The contractor shall submit calculations sealed by a Professional Engineer, licensed in the state of Missouri, indicating conformance with design load and material criteria in the contract documents.
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.82)'''
  
'''(H5.66) Place this note near "Plan of Slab".'''
+
:'''(1)''' Maximum vertical dimension of the complete bearing. If the actual bearing dimension differs, adjustments shall be made in the thickness of the sole plate, masonry plate and concrete pad as needed by the contractor at no additional cost to the owner. Contractor shall submit proposed method of adjustment to Engineer for approval.
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from vertical leg of angle at the expansion joint system.
+
 +
'''(H3.83)'''
  
'''(H5.67)'''
+
:'''(2)''' Estimated horizontal dimension of the pot bearing device. If the actual dimension differs, adjust the size of the sole plate and masonry plate as needed by the contractor at no additional cost to the owner.
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insertThe minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permitted.  Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
+
   
 +
'''(H3.84)'''
  
'''(H5.68) Use note with polymer concrete next to silicone sealant.'''
+
:'''(5)''' The temperature of the steel adjacent to the elastomeric should be kept below 250°F.
:Polymer concrete shall be in accordance with Sec 623.
+
 +
'''(H3.85)'''
  
==== H5f. Alternate Expansion Joint Systems ====
+
:The Dimension H in the Bearing Data Table represents the assumed total height of bearing mechanism between the sole plate and masonry plate used by the designer to establish the pedestal elevations.  
 +
 +
'''(H3.86)'''
  
'''(H5.70)  Use the following table and notes with alternate expansion joint system.'''
+
:The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Expansion Joint System
 
|-
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black; border-right:1px solid black;"|Type of Expansion Joint System
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Type Used<br/>(<math>\, \sqrt{}</math>)
 
|-
 
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Preformed Compression Seal Expansion Joint System
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silicone Expansion Joint Sealant System
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|}
 
:MoDOT construction personnel will complete column labeled "Type Used (<math>\, \sqrt{}</math>)".
 
 
   
 
   
:The contractor shall select one of the alternate expansion joint system listed in the table.  The alternate expansion joint system method of measurement and basis of payment shall be in accordance with Sec 717.
+
'''(H3.87)'''
  
=== H6. Pouring and Finishing Concrete Slabs ===
+
:All expansion Bearings shall have maximum friction coefficient of 3%.
 +
 +
'''(H3.88)'''
  
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
+
:Steel for pot bearings shall be AASHTO M270 Grade 50 and shall be galvanized. Steel for sole plate and masonry plates shall be AASHTO M270 Grade 50.
 +
 +
'''(H3.89)'''
  
'''(H6.1)'''
+
:Anchor bolts shall conform to ASTM F1554 Grade 55. The anchor bolts shall be the swedge-type and shall have a minimum diameter of 1 1/2-inches and extend a minimum of __-inches into the concrete. Swedging shall be 1-inch less than the extension into the concrete.
:The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.
+
 +
'''(H3.90)'''
  
 +
:Anchor bolts shall be installed using a hardened steel washer at each exposed location.
 +
 +
'''(H3.91)'''
  
'''Prestressed Concrete Structures - Continuous Spans'''
+
:Washers shall conform to ASTM F463.
  
'''(H6.4)'''
+
'''(H3.92)'''
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at the rate given.
 
  
'''(H6.5)'''
+
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].
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.
+
 +
'''(H3.93)'''
  
'''(H6.6) Omit underlined part on non-integral end bents.'''
+
:Certified mill test reports, conforming to the requirements of the specifications, for the metals of the pot bearing device, sole plate, masonry plate and anchor bolts shall be submitted.
:The concrete diaphragm at the intermediate bents <u>and integral</u> <u>end bents</u> shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured. 
+
 +
'''(H3.94)'''
  
 +
:The masonry plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 +
 +
'''(H3.95)'''
  
'''Prestressed Double-Tee Concrete Structures'''
+
:The sole plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 +
 +
'''(H3.96)'''
  
'''(H6.9)'''
+
:The bearing device, sole plate and masonry plate shall be assembled in the shop and the bearing assembly shall be field welded to the bottom flange of the steel cap beam. The welds shall be designed for the load capacities indicated in the Bearing Data Table.
:The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.
+
 +
'''(H3.97)'''
  
'''(H6.10)'''
+
:After installation of the bearings, any uncoated or damaged surfaces of the masonry and sole plates shall be prepared in accordance with the specifications and field-coated with inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.
 
  
 +
 +
'''(H3.98)'''
  
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
+
:After installation of the bearings and field-applied prime coats, the surfaces of the masonry and sole plates shall be field-coated with System G intermediate and finish coat.
 +
 +
'''(H3.99)'''
  
'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See 751.10.1.12 Slab Pouring Sequences]]'''
+
:All bearings shall be marked prior to shipping.  The marks shall include the bearing location on the bridge and a direction arrow that points up-station.  All marks shall be permanent and be visible after the bearing is installed.
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than <u>(*)</u> cubic yards per hour.  The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.
+
 +
'''(H3.100)'''
  
 +
:The pot bearing device, sole plate, masonry plate, anchor bolts, washers, anchor bolts wells and any other appurtenances included in the fabrication and installation of the pot bearing device shall be incidental to the pay item Pot Bearings.
 +
 +
'''(H3.101)'''
  
'''Steel and Prestressed Structures - Simple Spans'''
+
:Whenever jacking of the Superstructure is needed to reset the bearings, the contractor shall submit a jacking sequence for approval.
  
'''(H6.15)'''
+
=== H4. Conduit System ===
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.
 
  
 +
'''(H4.1)'''
 +
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
  
Widen, Extension, Repair, and Stage Construction
+
'''(H4.2) Use for all conduits. Use underlined portions when encased in concrete barrier and/or wing.'''
 +
:All conduits shall be rigid nonmetallic schedule 40 heavy wall polyvinyl chloride (PVC) with <u>3 ½-inch minimum cover in barrier</u> <u>and 4 ½-inch minimum cover in abutment wing</u>. Each section of conduit shall bear the Underwriters Laboratories (UL) label.
  
'''(H6.17) Underline part not required when forms stay in place permanently. Place note on the plans when the closure pour is specified on the design layout.'''
+
'''(H4.2.1) Use for all conduits when conduit clamps are required. Also see Note H4.10.'''
:Expansive Class B-2 concrete shall be used in the closure pour.  <u>Forms shall be released before the closure pour.</u>
+
:All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
  
 +
'''(H4.2.2)'''
 +
:Anchor bolts and nuts shall be ASTM F1554 Grade 55. Anchor bolts, nuts and washers shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, or ASTM B695, Class 55. 
  
'''All Structures with Longitudinal Construction Joints'''
+
'''(H4.3)'''
 +
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
  
'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint.  [[Image:751.50 circled 1.gif]] shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
+
'''(H4.4)'''
:The longitudinal construction joint may be omitted with the approval of the engineer.  When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of &nbsp;[[Image:751.50 circled 1.gif]]&nbsp;.
+
:Light standards, wiring and fixtures shall be furnished and installed by others.
  
=== H7. Slab Drains ===
+
'''(H4.5)'''
 +
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
  
'''(H7.1)'''
+
'''(H4.6)'''
:Slab drains may be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.
+
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
  
'''(H7.1.1)'''
+
'''(H4.7) Use for conduits to be encased in concrete at open, closed or filled joints. Use 150°F, 120°F for steel superstructure.  Use 120°F, 110°F for concrete superstructure.  Modify note to include giving the total expansion movement per expansion fitting if multiple fittings are used and movement is different, and delineate fittings on plans.'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.
+
:Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of<u>&nbsp;&nbsp;&nbsp; inches at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; inches at filled joints</u> using a maximum temperature range of <u>150</u> <u>120</u>°F and a maximum temperature of <u>120</u> <u>110</u>°F.
  
'''(H7.2) Use with wearing surface.'''
+
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
:Outside dimensions of drain<u>s are 8" x 4"</u> <u>piece "A" is 8 3/4" x 4 3/4" and piece "B" = 8" x 4"</u>.
+
:Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of<u>&nbsp;&nbsp;&nbsp; inches at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; inches at closed joints</u> using a maximum temperature range of 110°F. Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
  
'''(H7.3) Use with wearing surface.'''
+
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
:Piece "A" shall be cast in the concrete.  Prior to placement of wearing surface, piece "B" shall be inserted into piece "A".
+
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
  
'''(H7.4)'''
+
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
:Locate drain<u>s piece "A"</u>(*) in slab by dimensions shown in Part Section Near Drain.
+
:Minimum clearance between conduits placed in barrier shall be 1”.  
  
'''(H7.5)'''
+
'''(H4.8) Use "surface" mounting, except adjacent to sidewalks, where mounting box on existing concrete.  Use "flush" mounting where box is to be encased in concrete.'''
:Shift reinforcing steel in field where necessary to clear drains.
+
:All <u>end bent</u> <u>and</u> <u>barrier</u> junction boxes shall be PVC molded in accordance with Sec 1062 and designed for <u>flush</u> <u>surface</u> mounting. The conduit terminations shall be permanent or separable.  The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 or NEMA 4X enclosure.
  
'''(H7.6)'''
+
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of barrier.'''
:The drain<u>s pieces "A" and "B",</u> (*) <u>coil inserts</u> <u>and bracket assembly</u> shall be galvanized in accordance with ASTM A123.
+
:Placement of junction boxes and covers, complete in place, shall be flush with the roadway face of barrier.  Junction boxes and covers may be recessed up to ¼ inch.
  
'''(H7.7)'''
+
'''(H4.9) Use for all conduits not to be encased in concrete.'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.
+
:Weep holes shall be provided at low points or other critical locations to drain any moisture in the conduit system.  Conduit shall be sloped to drain.
  
'''(H7.8)'''
+
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
:The <u>coil insert required</u> <u>bolt hole</u> for the bracket assembly attachment shall be located on the <u>Prestressed I-Girder</u> <u>Prestressed Bulb-tee</u> <u>Plate Girder</u> <u>Wide Flange Beam</u> shop drawings.
+
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707.  All conduits shall be sloped to drain where possible.
  
'''(H7.9)'''
+
'''(H4.10) Use for all conduits when conduit clamps are required.'''
:Shop drawings will not be required for the slab drains <u>and the</u> <u>bracket assembly</u>.
+
:All conduits shall be secured to concrete with nonmetallic clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Commercial Item Description (CID) A-A-1923A and shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, ASTM B695, Class 55 or stainless steel.  Minimum embedment in concrete shall be 1 3/4".  The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.
  
(*) Use with wearing surface.
+
'''(H4.11) Use for junction box. '''
 +
:Junction box size shown on plan may require special order. Smaller junction box may be substituted if junction box meets conduit installation, clearance and project requirements.
  
 +
'''(H4.12)  '''
 +
:MoDOT Construction Personnel: Indicate in field and on bridge plans for future work the exact location of buried conduit at ends of bridge that are capped and not immediately used.
  
'''Place the following notes (H7.10) and (H7.11) on the Prestressed I Girder slab drain standard.'''
+
'''(H4.13) Use for payment of Conduit System.'''
 +
:Payment for furnishing and installing Conduit System, complete in place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.
  
'''(H7.10)'''
+
=== H5. Expansion Joint Systems ===
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.
 
  
'''(H7.11)'''
 
:The bolt required to attach the slab drain bracket assembly to the prestressed girder web shall be supplied by the prestressed I-Girder fabricator.
 
  
'''(H7.12)'''
+
==== H5a. Finger Plate ====
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.
 
  
=== H8. Blank ===
+
'''(H5.1)  For stage construction or other special cases, see Structural Project Manager.'''
 +
:Finger plate shall be cut with a machine guided gas torch from one plate.  The plate from which fingers are cut may be spliced before fingers are cut.  The surface of cut shall be perpendicular to the surface of plate.  The cut shall not exceed 1/8" in width.  The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown.  No splicing of finger plate or finger plate assembly will be allowed after fingers are cut.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
  
 +
'''(H5.2)'''
 +
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
  
=== H9. Thrie Beam Rail ===
+
'''(H5.3)'''
 +
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
  
'''(H9.2)'''
+
'''(H5.4)'''
:Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).
+
:Structural steel for the expansion device and barrier plate shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
'''(H9.3)'''
+
'''(H5.5)'''
:All bolts, nuts, washers, <u>and</u> plates <u>and elastomeric materials</u> will be considered completely covered by the contract unit price for <u>Bridge Guard Rail (W-Beam)</u> <u>Bridge Guard Rail (Thrie Beam)</u> <u>other items</u>.
+
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.
  
'''(H9.4)  Use underline part for temporary bridges.'''
+
'''(H5.6)'''
:All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication <u>except for bottom plate</u>. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.
+
: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. Use underlined portion when drainage trough is used.'''  
 +
:All holes shown for connections  shall be subpunched 11/16-inch diameter (shop or field drill) and reamed to 13/16-inch diameter in field, except holes in members that will be used as templates <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.
  
'''(H9.5Use post instead of blockout for temporary bridges'''.
+
'''(H5.8Place note near "Plan of Slab".'''
:Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment.  The shims shall be 3" x 1 3/4"  and placed between the <u>blockout</u> <u>post</u> and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.
+
:'''"the web of W14 x 43" is for steel structures'''
 +
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
 +
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>the web of W14 x 43</u> <u>and</u> <u>the 3/4" vertical mounting plate</u> at the expansion device.
  
'''(H9.6) Use only when a base plate is used.'''
+
'''(H5.9)'''
:Rail posts shall be seated on elastomeric pads having the same dimensions as the post base plate and 1/16" thickness.  Such pads may be any elastomeric material, plain or fibered, having hardness (Durometer) of 50 or above, as certified by the manufacturer.  Additional pads or half pads may be used in shimming for alignment.  Post heights shown will increase by the thickness of the pad.
+
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
'''(H9.7)'''
+
'''(H5.10)'''  
:At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.
+
:Barrier plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert. The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete. Lead anchors will not be permitted. Holes in the barrier for anchors shall not be drilled until the concrete is at least 7 days old.
  
'''(H9.8)'''
+
==== H5b. Flat Plate ====
:At the thrie beam connection to blockout on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.
 
  
'''(H9.9)'''
+
'''(H5.16)'''
:Minimum length of thrie beam sections is equal to one post space.
+
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
  
'''(H9.10)'''
+
'''(H5.17)'''
:5/8"&oslash; button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.
+
:Plan dimensions are based on installation at 60&deg;F. The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
  
'''(H9.11)'''
+
'''(H5.18)'''
:Thrie beam guardrail on the bridge shall be 12 gage steel.
+
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
  
'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
+
'''(H5.19)'''
:Posts, <u>cap rail angles,</u> <u>top plates,</u> base plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.
+
:Structural steel for the expansion device and barrier plate shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
'''(H9.15) Use post instead of blockout for temporary bridges.'''
+
'''(H5.20)'''
:Washers shall be used at all post bolts between the bolt head and beam.  The flat washers shall be rectangular in shape, 3" x 1 3/4" x 3/16" minimum and with a 11/16" x 1" slot, or when necessary of such design as to fit the contour of the beam.  A 3" x 1 3/4" x 5/8" rectangular washer shall be used between the <u>blockout</u> and the thrie beam rail.
+
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.
  
'''(H9.16)'''
+
'''(H5.21)'''
:Special drilling of the thrie beam may be required at the splicesAll drilling details shall be shown on the shop drawings.
+
:Concrete shall be forced under and around the flat plate, anchors and angles.  Proper consolidation shall be achieved by localized internal vibration.  Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion deviceThe vertical and horizontal concrete vent holes shall be offset from each other.  Do not alternate holes at the 12" spacing.
  
'''(H9.17''')
+
'''(H5.22)  Use this note when expansion device is at an end bent.'''
:Fabrication of structural steel shall be in accordance with Sec 1080.
+
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
  
'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
+
'''(H5.23) Place this note near "Plan of Slab".'''
:Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends.  When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.
+
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>vertical plate</u> <u>and</u> <u>the vertical leg of the angle</u> at the expansion device.
  
'''(H9.19) Do not with prestress double-tee or temporary bridge structures.'''
+
'''(H5.24)'''
:In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 ft.
+
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
 +
'''(H5.25)'''
 +
:Barrier plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert.  The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permitted.  Holes in the barrier for anchors shall not be drilled until the concrete is at least 7 days old.
  
'''Do not use any of the following notes for temporary bridges.'''
+
==== H5c. Preformed Compression Seal (Notes for Bridge Standard Drawings) ====
  
'''(H9.20) Use with prestress double-tee structures.'''
+
'''(H5.31)'''
:Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 ft.
+
:Expansion joint system shall be fabricated in one section, except for staged construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
  
'''(H9.21)'''
+
'''(H5.33)'''
:Shim plates 6" x 6" x 1/16" may be used between the top of the post and the channel member as required for vertical alignment.
+
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36.  Anchors for the expansion joint system shall be in accordance with Sec 1037.  Preformed compression seal expansion joint system shall be in accordance with Sec 717.
  
'''(H9.22)'''
+
'''(H5.34)'''
:See slab sheet for rail post spacing.
+
:Structural steel for the expansion joint system shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
'''(H9.23)'''
+
'''(H5.35)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.
+
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(H9.24)'''
+
'''(H5.36) Place this note near "Plan of Slab" also.'''  
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.
+
:Longitudinal reinforcing steel shall be placed so that ends shall be 1" from the vertical leg of the angle at the expansion joint system.  
  
'''(H9.25)'''
 
:Shim plates 6" x 3" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.
 
  
'''(H9.26)'''
+
'''Place the following notes (H5.37 and H5.38) near the "Table of Transverse Preformed Compression Seal Expansion Joint System Dimensions".'''
:Shim plate shall be galvanized after fabrication.
 
  
'''(H9.27)'''
+
'''(H5.37)'''
:Shim plates 6" x 6" x 1/16" may be used between post W6x20 and 6" x 6" x 3/8" plate and shim plates 6" x 3 1/2" x 1/16" may be used between post W6x20 and 1/2" bent plate connection as required for horizontal alignment.
+
:Depth of seal shall not be less than width of seal.
  
'''(H9.28)'''
+
'''(H5.38) '''
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.
+
:Size of armor angle: Vertical leg of angle shall be a minimum of Manufacturer’s Recommended Height ③ + 3/4". Horizontal leg of angle shall be a minimum of 3". Minimum thickness of angle shall be 1/2".  
  
 +
'''(H5.39)'''
 +
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.
  
'''Use the following notes where required and with temporary bridges thrie beam sheet.'''
+
'''(H5.40)'''
 +
:MoDOT Construction personnel will record the manufacturer and seal name that was used.
  
'''(H9.30''')
+
==== H5d. Strip Seal (Notes for Bridge Standard Drawings)====
:Grade A321 threaded rods with 2 hex nuts and washers may be substituted for the A307 anchor bolts.
 
  
'''(H9.31)'''
+
'''(H5.46)'''
:If type "A" guardrail is not attached to ends of the temporary structure, flared ends shall be required.  The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.
+
:Expansion joint system shall be fabricated in one section, except for staged construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
 +
 +
:The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.
  
'''(H9.32)'''
+
'''(H5.48''')
:Contractor shall verify all dimensions in field before ordering materials.
+
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W.  Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.
  
'''(H9.33)'''
+
'''(H5.49)'''
:See preceding sheet for rail post spacing.
+
:Structural steel for the expansion joint system shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
'''(H9.34)'''
+
'''(H5.50)'''
:At the bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at the entrance ends only unless required at the exit.
+
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(H9.35)'''
+
'''(H5.51) Place this note near "Plan of Slab" also.'''
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars.  Bottom plate shall not be galvanized.
+
:Longitudinal reinforcing steel shall be placed so that ends shall be  1" from the vertical leg of the steel armor at the expansion joint system.
  
'''(H9.36)'''
+
'''(H5.52)'''  
:The size of the base and bottom plate may be increased depending on which grid option is used.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H9.37)'''
+
'''(H5.53)'''
:Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.
+
:MoDOT Construction personnel will indicate the strip seal expansion joint system installed.
  
'''(H9.38)'''
+
'''(H5.54)'''
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.
+
:Steel armor may also be referred to as extrusion or rail.
  
=== H10. Barrier Curbs ===
+
'''(H5.55)  Use this note when polymer concrete is to be used next to strip seal.'''
 +
:Polymer concrete shall be in accordance with Sec 623.
  
==== H10a. Safety, Median, Type C & D ====
+
====H5e. [[751.13 Expansion Joint Systems#751.13.2 Preformed Silicone, EPDM, and Open Cell Foam Joint Seals|Preformed Silicone or EPDM Seal]] (Notes for Bridge Standard Drawings)====
  
'''(H10.1)'''
+
'''(H5.56)'''
:Top of <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> <u>and median barrier curb</u> shall be built parallel to grade with barrier curb joints <u>(Except at end bents)</u> normal to grade.
+
: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.  
  
'''(H10.2)'''
+
'''(H5.58)'''  
:All exposed edges of <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> and median shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H10.3)'''
+
'''(H5.59)'''
:Payment for all concrete and reinforcement, complete-in-place will be considered completely covered by the contract unit price for <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> per linear foot.
+
:MoDOT Construction personnel will indicate the type of seal used.
  
'''(H10.4)'''
+
'''(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal. '''
:Concrete in the <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> shall be Class B-1.
+
:Polymer concrete shall be in accordance with Sec 623.
  
'''(H10.5) Use for safety barrier curb.'''
+
'''(H5.61) Use this note when joint gap (opening) is wider than 3”.'''
:Measurement of safety barrier curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.
+
:Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.
  
'''(H10.6) Use for safety barrier curb or barrier curb (Type D) near median.'''
+
====H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)====
:Measurement of <u>safety</u> barrier curb <u>(Type D)</u> is to the nearest linear foot for each structure, measured along the outside top of slab from <u>end of slab to end of slab</u> <u>centerline to centerline of sleeper slab</u>.
 
  
'''(H10.7) Note shall be used for median barrier curb and median barrier curb (Type C).'''
+
'''(H5.62)'''
:Measurement of median barrier curb <u>(Type C)</u> is to the nearest linear foot for each structure, measured along the top of slab from <u>end of slab to end of slab</u> <u>centerline to centerline of sleeper slab</u>.
+
: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.
  
'''(H10.7.1) Notes shall be used on all barrier curbs (See [[620.4 Delineators (MUTCD Chapter 3D)#620.4.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''  
+
'''(H5.63)'''
:Concrete traffic barrier delineators shall be placed on top of the <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for "<u>Safety</u> <u>Median</u> Barrier Curb <u>(Type C)</u> <u>(Type D)</u>".  
+
: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.
  
:Delineators on bridges with two-lane traffic shall have retroreflective sheeting on both sides.
+
'''(H5.65)'''
 +
:MoDOT construction personnel will record the manufacturer and seal name that was used.
  
'''The following notes shall be placed under cross-section thru safety barrier or median barrier curb.'''
+
=== H6. Pouring and Finishing Concrete Slabs ===
  
'''(H10.8)'''
+
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
:Use a minimum lap of 2'-11" for #5 horizontal <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> bars.
 
  
'''(H10.9)'''
+
'''(H6.1)'''
:The cross-sectional area <u>for each curb</u> above the slab = <u>(*)</u> sq. ft.
+
:The contractor shall pour and satisfactorily finish the slab pours at the rate given.  Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.
  
:{|
 
|(*)||2.28 for a 16" safety barrier curb.
 
|-
 
|||2.96 for a median barrier curb.
 
|-
 
|||3.49 for a barrier curb (Type D).
 
|-
 
|||4.70 for a median barrier curb (Type C).
 
|}
 
  
 +
'''Prestressed Concrete Structures - Continuous Spans'''
  
'''The following notes shall be used for double-tee structures.'''
+
'''(H6.4)'''
 +
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours, and shall pour and satisfactorily finish the slab pours at the rate given.
  
'''(H10.10)'''
+
'''(H6.5)'''
:Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.
+
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.
  
'''(H10.11)'''
+
'''(H6.6) Note is not applicable for concrete diaphragms under expansion joints.'''
:Threaded coil rods shall have an ultimate capacity of 36,000 poundsAll coil inserts and threaded coil rods shall be galvanized in accordance with ASTM A153.
+
:The concrete diaphragm at the <u>intermediate bents</u> <u>and integral</u> <u>end bents</u> shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.   
  
'''(H10.12)'''
 
:Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for <u>Safety</u> <u>Median</u> Barrier Curb <u>(Type C)</u> <u>(Type D)</u>.
 
  
 +
'''Prestressed Double-Tee Concrete Structures'''
  
'''Elevation of Safety Barrier Curb'''
+
'''(H6.9)'''
 +
:The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.
  
'''(H10.12.1)'''
+
'''(H6.10)'''
:Longitudinal dimensions are <u>horizontal</u> <u>arc dimensions</u>.
+
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.
  
'''(H10.12.2)'''
 
:Longitudinal dimensions are along top of <u>safety barrier curb</u> <u>outside</u> <u>edge of slab</u> parallel to grade.
 
  
'''(H10.13)'''
+
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
:(<math>\, **</math>) The <u>R3</u> <u>M3</u> bar and #5 bottom transverse slab bar in cantilever (P/S panels only) combination may be furnished as one bar as shown, at the contractor's option.
 
  
'''(H10.14)'''
+
'''(H6.13) See [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences_and_Construction_Joints|EPG 751.10.1.12]] Slab Pouring Sequences and Construction Joints'''
:Note: Use a minimum lap of 2'-0" between K9 and K10 bars.
+
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than ___ cubic yards per hour.  The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.
  
'''(H10.15)'''
 
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.
 
  
'''(H10.16)'''
+
'''Steel and Prestressed Structures - Simple Spans'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Compound in accordance with Sec 1055. Surface sealing for concrete in accordance with Sec 703 is not required. Application of linseed oil at the contractor's expense is permitted.
 
  
'''(H10.17)'''
+
'''(H6.15) Omit “up grade” for flat bridges or where both negative and positive grades exist.'''
:(<math>\, *</math>) The M1 and M2 bar combination may be furnished as one bar, as shown, at the contractor's option. (All dimensions are out to out.)
+
:The contractor shall pour <u>up grade</u> and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.
  
'''(H10.18)'''
 
:Concrete in the barrier curb (Type D) and median barrier curb Transition (Type D) shall be Class B-1.
 
  
==== H10b. Slip Form Option ====
+
'''Widen, Extension, Repair, and Stage Construction'''
  
'''Optional slip form barrier curb details shall be placed on all jobs (except P/S Double-tee Structures) where applicable.'''
+
'''(H6.17)  Underline part not required when forms stay-in-place permanently. Place note on the plans when the closure pour is specified on the design layout.'''
 +
:Expansive Class B-2 concrete shall be used in the closure pour.  <u>Forms shall be released before the closure pour.</u>
  
'''Add #5 crisscross bars for slip-form option. Base the length of these bars on the shortest distance between joints and use typically on each side of joints throughout structure.'''
 
  
'''(H10.81)'''
+
'''All Structures with Longitudinal Construction Joints'''
:Joint sealant and backer rods shall be used on all slip-form barrier curbs <u>(Type C)</u> instead of joint filler and shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints <u>(except at end of slab of the end bents)</u>.
 
  
'''(H10.82)'''
+
'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint.  The blank space shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
:Plastic waterstop shall not be used with slip-form option.
+
:The longitudinal construction joint may be omitted with the approval of the engineer.  When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of ____.
  
'''(H10.83)'''
 
:For Slip-Form Option, all sides of the <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> shall have a vertically broomed finish and the curb top shall have a transversely broomed finish.
 
  
'''(H10.84)'''
+
'''Steel Superstructure Deck Replacements'''
:C Bars (Slip-form option only) shall be used in addition to cast-in-place conventional forming reinforcement for bridge <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u>.
+
 +
'''(H6.20)'''
 +
:The contractor shall provide bracing necessary for lateral and torsional stability of the beams during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not weld on or drill holes in the beams. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Slab on Steel.
  
'''(H10.85)'''
+
'''(H6.21) Omit “up grade” for flat bridges or where both negative and positive grades exist.'''</br>
:Cost of silicone joint sealant and backer rod complete-in-place will be considered completely covered by the contract unit price for <u>Safety</u> <u>Median</u> Barrier Curb <u>(Type C)</u> <u>(Type D)</u>.
+
'''  If the basic rate required is greater than 25 cy/hr, check with the SPM before adding this note.'''
 +
:The contractor shall pour slab <u>up grade</u> from end to end at a minimum rate of 25 cubic yards per hour.
  
'''(H10.86)'''
+
'''(H6.22)'''
:The curb shall be cured by application of Type 1-D or Type 2 Liquid Membrane-Forming Compound in accordance with Sec 1055. Surface sealing for concrete in accordance with Sec 703 is not required. Application of linseed oil at the contractor's expense is permitted.
+
:Alternate pour sequences may be submitted to the engineer for approval. Keyed construction joints shall be provided between pours.
  
==== H10c. Temporary ====
+
=== H7. Slab Drains===
  
'''(H10.90)'''
+
'''When steel slab drains are used, place Notes H7.1, H7.1.3 and H7.2 under the heading of Notes for Steel Drain. Place remaining notes thru Note H7.11 under the heading of General Notes.'''
:Method of attachment for the Type F Temporary Barrier shall be <u>the Tie-Down Strap</u> <u>Bolt through deck</u>.
 
  
'''(H10.91)'''
+
'''(H7.1) Remove underlined portion for cored slab drains.'''
:Temporary Barrier shall not be attached to the bridge.
+
:Slab drains shall be fabricated <u>of either 1/4" welded sheets of ASTM A709 Grade 36 steel or</u> from 1/4" structural steel tubing ASTM A500 or A501.
  
=== H11. Miscellaneous ===
+
'''(H7.1.1) Note not required for continuous concrete slab bridges.'''
 +
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.
  
'''Construction Joint'''
+
'''(H7.1.2) Use underlined portion with a new wearing surface over new slab or when cored angled drains are used.'''
 +
:The drain<u>s Pieces A and B</u> shall be galvanized in accordance with ASTM A123.
  
'''(H11.1)'''
+
'''(H7.2) Use for new slabs. Use first choice without a wearing surface and second choice with a wearing surface.'''
:Finish each side of joint with a 1/4 inch radius edging tool.
+
:Outside dimensions of drain<u>s are 8" x 4"</u> <u>Piece A is 8 3/4" x 4 3/4" and Piece B is 8" x 4"</u>.
  
 +
'''(H7.3) Use note with new wearing surface over new slab.'''
 +
:Piece A shall be cast in the concrete slab.  Prior to placement of wearing surface, Piece B shall be inserted into Piece A.
  
'''Pin and Flat Hexagonal Nut'''
+
'''(H7.4) Use underlined portion with a new wearing surface over new slab.'''
 +
:Locate drain<u>s Piece A</u> in slab by dimensions shown in Part Section Near Drain.
  
'''(H11.2)'''
+
'''(H7.5) Use for new slabs.'''
:{|cellpadding="0"
+
:Reinforcing steel shall be shifted to clear drains.
|Material:||Pin = ASTM A688 (Class F)
 
|-
 
|&nbsp;||Nut = ASTM A709 Grade 36
 
|}
 
  
 +
'''(H7.6) Use underlined portion with prestressed girders and beams. Note not required for continuous concrete slab bridges. '''
 +
:The <u>coil inserts and</u> bracket assembly shall be galvanized in accordance with ASTM A123.
  
'''Plastic Waterstop (Use in the Curb and Parapet filled joints as specified in [[751.12_Protective_Barricades#751.12.2.8_Plastic_Waterstop|Section 751.12.2.8 Plastic Waterstop]])'''
+
'''(H7.7) Use underlined portion with weathering steel girders and beams. Note not required for continuous concrete slab bridges. '''
 +
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C<u>, except as shown</u>.
  
'''(H11.3)'''
+
'''(H7.7.1)'''
:Plastic waterstop shall be placed in all <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> filled joints, except structures with superelevation, use on all lower barrier curb joints only.
+
:All 1/2-inch diameter bolts shall be ASTM A307, except as noted.
  
'''(H11.4)'''
+
'''(H7.8) Use note when attaching to new girders and beams. Use “coil insert required” for prestressed girders, “coil inserts required” for prestressed beams and “bolt hole” for steel structures. '''
:Cost of plastic waterstop, complete-in-place, will be considered completely covered by the contract unit price for <u>Concrete</u> <u>Safety</u> <u>Median</u> <u>Barrier Curb</u> <u>(Type C)</u> <u>(Type D)</u>.
+
:The <u>coil inserts required</u> <u>bolt hole</u> for the bracket assembly attachment shall be located on the <u>prestressed girder</u> <u>prestressed beam</u> <u>plate girder</u> <u>wide flange beam</u> shop drawings.
  
 +
'''(H7.8.1) Use note when attaching to existing steel girders and beams with new slab.'''
 +
:The bolt hole for the bracket assembly attachment shall be shifted to the minimum extent necessary to field drill in the existing web.
  
'''Sign Supports'''
+
'''(H7.8.2) Use note when attaching to weathering steel girders and beams. '''
 +
:The galvanized surfaces of drain support brackets shall be prepared according to the coating manufacturer's recommendation and field coated with a gray epoxy-mastic primer (non-aluminum) within a distance of 6 inches from the point of connection to the weathering steel structure.
  
'''(H11.5)'''
+
'''(H7.9) Use the underlined portion for all bridges except continuous concrete slab bridges. '''
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.
+
:Shop drawings will not be required for the slab drains <u>and the bracket assembly</u>.
  
'''(H11.6)'''
 
:Payment for furnishing and erecting approximately <u>&nbsp;&nbsp;&nbsp;</u> pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.
 
  
 +
'''Place Notes H7.10 and H7.11 with prestressed girder and prestressed beam slab drain details.'''
  
'''Plan of Slab: All Structures'''
+
'''(H7.10)'''
 +
:Coil inserts shall have a concrete pull-out strength (ultimate load) of at least 2,500 pounds in 5,000 psi concrete.
  
'''(H11.8)'''
+
'''(H7.11) Bolts is plural for Prestressed box and slab beams that require two bolts.'''
:Longitudinal slab dimensions are measured horizontally.
+
:The bolt<u>s</u> required to attach the slab drain bracket assembly to the prestressed <u>girder web</u> <u>beam</u> shall be supplied by the prestressed <u>girder</u> <u>beam</u> fabricator.
  
  
'''Pedestrian Guard Fence (Chain Link Type): General Notes'''
+
'''Use Notes H7.13 thru H7.21 when fiberglass reinforced polymer (FRP) slab drains are used. Place Note H7.13 as the first note under the heading of General Notes. Place remaining notes under the heading of Notes for FRP Drain.'''
  
'''(H11.10)'''
+
'''(H7.13) '''
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.
+
:Contractor shall have the option to construct either steel or FRP slab drains. All drains shall be of same type.  
  
'''(H11.11)'''
+
'''(H7.14) '''
:All rail post shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of rail posts.
+
:Drains shall be machine filament-wound thermosetting resin tubing meeting the requirements of ASTM D2996 with the following exceptions:
  
'''(H11.12)'''
+
'''(H7.15) Use with new slabs.'''
:Payment for furnishing, galvanizing and erecting the fence and frame complete with anchor bolts and washers will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.
+
:Shape of  drains shall be rectangular with outside interior nominal dimensions of 8” x 4”.
  
'''(H11.13)'''
+
'''(H7.16) '''
:Dimensions of pedestrian guard fence are measured horizontally.
+
:Minimum reinforced wall thickness shall be 1/4 inch.
  
'''(H11.14)'''
+
'''(H7.17) Underlined portion is for cored slab drains only.'''
:The maximum spacing allowed for the braced panels (Pull posts) is 100 ft.
+
:The resin used shall be ultraviolet (UV) resistant and/or have UV inhibitors mixed throughout. Drains may have an exterior coating for additional UV resistance. <u>Care shall be taken to avoid damage to exterior coating during installation.</u>
 +
 
 +
'''(H7.18) The standard color shall be Gray (Federal Standard #26373). Optional colors which are the same colors allowed for steel superstructures include <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>. Consult with FRP drain manufacturer/supplier to verify optional color availability and cost.'''
 +
:The color of the slab drain shall be <u>Gray (Federal Standard 26373)</u>. The color shall be uniform throughout the resin and any coating used.
  
'''(H11.15)'''
+
'''(H7.19) '''
:Connect the lower end of the 1/2"&oslash; rod to the end of the braced panel to which the stretcher bar is attached.
+
:The combination of materials used in the manufacture of the drains shall be tested for UV resistance in accordance with ASTM D4239 Cycle A. The representative material shall withstand at least 500 hours of testing with only minor discoloration and without any physical deterioration. The contractor shall furnish the results of the required ultraviolet testing prior to acceptance of the slab drains.
  
'''(H11.16)'''
+
'''(H7.20) '''
:(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the bottom outside edge of the <u>sidewalk</u> <u>curb</u> from <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> to <u>&nbsp;&nbsp;&nbsp;&nbsp;</u>.
+
:At the contractor’s option, drains may be field cut. The method of cutting FRP slab drains shall be as recommended by the manufacturer to ensure a smooth, chip-free cut.
 +
 +
'''(H7.21) Use only for angled drains. '''
 +
:Both upper and lower drain pieces shall be rigidly connected to each other. Drain flow shall not be obstructed. Approval of the engineer is required.
  
'''(H11.17)'''
 
:Core wire size for wire fabric shall be 6 gage minimum.
 
  
 +
'''Additional notes (H7.22 thru H7.28) for cored slab drains. Place with General Notes except as noted.'''
  
'''Sidewalks'''
+
'''(H7.22)'''  
 +
:Cost of cored slab drains, complete in place, will be considered completely covered by the contract unit price for Cored Slab Drain per each.
  
'''(H11.20)'''
+
'''(H7.23)'''
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
+
:Holes for slab drains shall be cored. Percussion drilling will not be permitted.
  
'''(H11.21)'''
+
'''(H7.24) Omit underlined portion when attaching to prestressed girders or beams.'''
:Payment for all concrete and reinforcement complete-in-place will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.
+
:Slab drain locations may be shifted the minimum extent necessary to avoid slab reinforcement <u>and to allow for field drilling bolt hole in web of existing beam for bracket assembly attachment</u>.
  
'''(H11.22)'''
+
'''(H7.25) Use underlined portion for angled drains.'''
:Concrete in the sidewalk shall be Class B-2.
+
:<u>Piece B of</u> Cored slab drains shall be placed vertically.
  
'''(H11.23)'''
+
'''(H7.26) Include if curb outlets are being plugged.'''
:Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of safety barrier curb to the outside edge of sidewalk and from end of slab to end of slab.
+
:For details of plugging existing curb outlets, see Sheet No. _.
  
 +
'''(H7.27) Place under Notes for Steel Drains.'''
 +
:Drains shall be inserted through slab such that damage to galvanized coating is minimized.
  
'''Expansion Device Movement Gauge'''
+
'''(H7.28) Include for angled drains.'''
 +
:Use 1/2-inch diameter bolt with lock washer to attach Piece B to Piece A. Tap thread into Piece A.
  
'''(H11.24)'''
+
=== H8. Blank ===
:A movement gauge shall be provided on one side of bridge at all safety barrier curb expansion joints.
 
  
'''(H11.25)'''
 
:All steel shall be galvanized.
 
  
'''(H11.26)'''
+
=== H9. Thrie Beam and Other Rail Types (Notes for Bridge Standard Drawings)===
:Cost of movement gauge complete-in-place will be considered completely covered by the contract unit price for Safety Barrier Curb.
+
'''Place in General Notes on the rail sheet unless otherwise specified.'''
  
== I. Revised Structures Notes ==
+
'''(H9.1a) Use for all W-Beam, Thrie Beam, Two Tube and Single Tube (Low Profile) Structural Steel Guardrails without cap rail. (See [[620.5 Delineators (MUTCD Chapter 3F)#620.5.5 Guardrail Delineation|Guardrail Delineation]].)''' '''Reference to Standard Plan 606.00 or 606.50 will work.''' (See [[751.50 Standard Detailing Notes#(H10.7.1) Notes shall be used on all barrier curbs|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
  
 +
:Guardrail delineators shall be attached to the top of the guardrail post using galvanized anchorage as shown on Missouri Standard Plan <u>606.00</u> <u>606.50</u> and in accordance with Sec 606. <u>Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides.</u> Guardrail delineators will be considered completely covered by the contract unit price for <u>Bridge Guardrail (W-Beam)</u> <u>Bridge Guardrail (Thrie Beam)</u> <u>Bridge Rail (Two Tube Structural Steel)</u> <u>Low Profile Metal Bridge Rail (Single Tube)</u>.
  
=== I1. General ===
+
'''(H9.1b) Use for all W-Beam and Thrie Beam Guardrails with cap rail except for temporary bridges. (See [[620.5 Delineators (MUTCD Chapter 3F)#620.5.5 Guardrail Delineation|Guardrail Delineation]].)''' (See [[751.50 Standard Detailing Notes#(H10.7.1) Notes shall be used on all barrier curbs|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
  
'''(I1.1)'''
+
:Guardrail delineators shall be attached to the top of the guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00.  <u>Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides.</u> Guardrail delineators will be considered completely covered by the contract unit price for <u>Bridge Guardrail (W-Beam)</u>, <u>Bridge Guardrail (Thrie Beam).</u>
:Outline of old work is indicated by light dashed linesHeavy lines indicate new work.
 
  
'''(I1.2)'''
+
'''(H9.1c) Use for temporary bridges.''' (See [[751.50 Standard Detailing Notes#(H10.7.1) Notes shall be used on all barrier curbs|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
:Contractor shall verify all dimensions in field before ordering new material.
 
  
'''(I1.3)'''
+
:Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Cost of supplying and installing new delineators will be considered completely covered by other pay items. Delineators shall be stored with bridge guardrail after use.  
:Bars bonded in old concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, old bars shall extend into new concrete at least 40 diameters for smooth bars and 30 diameters for deformed bars, unless otherwise noted.
 
  
 +
'''Use following three notes for all W-Beam and Thrie Beam Guardrails with cap rail.'''
  
'''Use the following notes where a broken concrete surface has no new concrete against it.  Use bituminous paint below ground line and qualified special mortar above ground line.'''
+
'''(H9.2)'''
 +
:Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).
  
'''(I1.4)'''
+
'''(H9.3) Include reinforcement with new bridges except double-tees and temporary bridges. Include elastomeric material when a base plate is used except for temporary bridges. Use “other items” for temporary bridges. '''
:The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved <u>bituminous paint</u> <u>qualified special mortar in accordance with Sec 704</u>.
 
  
'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
+
:All bolts, nuts, washers, <u>and</u> plates<u>,</u> <u>and reinforcement</u> <u>and elastomeric material</u> will be considered completely covered by the contract unit price for <u>Bridge</u> <u>Guardrail (W-Beam)</u> <u>Bridge Guardrail (Thrie Beam)</u> <u>other items</u>.
:Joint shall be cleaned per the manufacturers recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.
 
  
 +
'''(H9.4)  Use underlined part for temporary bridges.'''
 +
:All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication <u>except for bottom plate</u>.  Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.
  
'''Concrete Slab with Overlay'''
+
'''(H9.5)  Use post instead of blockout for temporary bridges. For 38-inch two tube rails use the larger shims.'''
 +
:Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of <u>3 x 1 3/4-inch</u> <u>6 1/2 x 6 1/2-inch</u> shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be placed between the <u>blockout</u> <u>post</u> and the <u>thrie beam</u> rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.
  
'''(I1.10) Use note for all wearing surfaces except epoxy polymer concrete overlay.'''
+
'''(H9.6.1) Use when a base plate is bearing on concrete except for temporary bridges.'''  
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure. The cost of furnishing and installing the overlay will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of overlay.
+
:Rail posts shall be seated on 1/16-inch elastomeric pads having the same dimensions as the post base plate. Such pads may be any elastomeric material, plain or fibered, having hardness (durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.  
  
'''(I1.10a) Use note for total surface hydrodemolitions.'''
+
'''(H9.6.2) Use note for base plates set on grout pads (38-inch Two Tube Rail).'''
:In order to maintain grade and a minimum thickness of overlay as shown on plans it may be necessary to use additional quantities of overlay at various locations throughout the structure.  See Special Provisions for Method of Measurement.
+
:Rail posts shall be set plumb and aligned in accordance with Sec 713.
  
'''(l1.11)  Use note for only epoxy polymer concrete overlay.'''
+
'''Use H9.7 thru H9.19 for Thrie Beam Guardrail only.'''
:The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the epoxy polymer concrete.
 
  
'''(l1.12) Use note only with preventive maintenance jobs.'''
+
'''(H9.7)'''
:Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.
+
:At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.
  
'''(I1.13) Use the following table and notes with alternate concrete wearing surfaces.'''
+
'''(H9.8) Use post instead of blockout for temporary bridges. '''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:At the thrie beam connection to <u>blockout</u> <u>post</u> on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.
|-
 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Concrete Wearing Surface
 
|-
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Concrete Wearing Surface
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used<br/>(<math>\sqrt{}</math>)
 
|-
 
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Low Slump Concrete Wearing Surface
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silica Fume Concrete Wearing Surface
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (<math>\sqrt{}</math>)".
 
|-
 
|align="left" colspan="2"|The contractor shall select one of the alternate concrete wearing surfaces<br/>listed in the table.  The alternate concrete wearing surface method of<br/>measurement and basis of payment shall be in accordance with Sec 505.
 
|}
 
  
 +
'''(H9.9)'''
 +
:Minimum length of thrie beam sections is equal to one post space.
  
'''Removal and Storage of Existing Bridge Rails'''
+
'''(H9.10)'''
 +
:A 5/8-inch diameter button-head, oval shoulder bolt with a minimum 3/8-inch thick hex nut shall be used at all slots.
  
'''(I1.20)'''
+
'''(H9.11)'''
:The existing bridge rails <u>and posts</u> shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at <u>&nbsp;&nbsp;&nbsp;&nbsp;</u>.
+
:Thrie beam guardrail on the bridge shall be 12-gauge steel.
  
 +
'''(H9.12)  Use top plates instead of cap rail angles for temporary bridges.'''
 +
:Posts, <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>
  
'''Extension of Box Culverts'''
+
'''(H9.13) Use for placement or replacement of end treatment with thrie beam rail.'''
 +
:<u>Cost for providing holes for new guardrail attachment will be considered completely covered by the contract unit price for other items.</u>
  
'''(I1.41)'''
+
'''(H9.15) Use post instead of blockout for temporary bridges.'''
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the old structure.
+
:Flat washers 3 x 1 3/4 x 3/16-inch minimum shall be used at all post bolts between the bolt head and beam. The washers shall be rectangular in shape with an 11/16 x 1-inch slot, or when necessary of such design as to fit the contour of the beam.  Rectangular washers 3 x 1 3/4 x 5/8-inch shall be used between the <u>blockout</u> <u>post</u> and the thrie beam rail.
  
'''(I1.42)'''
+
'''(H9.16)'''
:Bottom of new slab shall be built flush with the bottom of slab of the old box and the height of walls varied as necessary to extend the walls into rock as specified.
+
:Special drilling of the thrie beam may be required at the splices.  All drilling details shall be shown on the shop drawings.
  
 +
'''(H9.17''')
 +
:Fabrication of structural steel shall be in accordance with Sec 1080.
  
'''Making End Bents Integral'''
+
'''(H9.18) Do not use for prestressed double-tee or temporary bridges.'''
 +
:Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends.  When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.
  
'''(I1.51)'''
+
'''(H9.19) Do not use for prestressed double-tee or temporary bridges.'''
:The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-2 surface preparation before concrete is poured.  Payment for cleaning steel to be encased in concrete will be considered completely covered by the contract unit price for <u>Class B-2 Concrete</u> <u>Slab on Steel</u>.
+
:In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 feet.
  
'''(I1.52)'''
+
'''Do not use Notes H9.20 thru H9.29 for temporary bridges. '''
:The ___ bars are segmented bars for ease of placement of bars through girder web holes between girders. The total bar lengths for ___ bars shown in Bill of Reinforcing Steel allow for one splice with a lap splice length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment lengths will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.
 
  
'''(I1.53)'''
+
'''(H9.20) Use for prestressed double-tee bridges. '''
:Cost of field drilling holes in existing <u>plate girder</u> <u>wide flange beam</u> webs will be considered completely covered by the contract unit price for <u>Class B-2 Concrete</u> <u>Slab on Steel</u>.
+
:Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 feet.
  
'''Curb Block-Out'''
+
'''(H9.21)'''
 +
:Shim plates 6 x 6 x 1/16-inch may be used between the top of the post and the channel member as required for vertical alignment.
  
'''(I1.60)'''
+
'''(H9.22) Place near Part Section at Rail Post. '''
:7/8"&oslash; Threaded Rods with nuts and washers shall be used in place of 7/8"&oslash; Bolts (ASTM A307).
+
:See slab sheet for rail post spacing.
  
'''(I1.61)'''
+
'''(H9.23)'''
:1"&oslash; holes shall be drilled through existing end post for placement of 7/8"&oslash; threaded rods, nuts, and washers.
+
:See Missouri Standard Plan 606.00 for details not shown.
  
 +
'''(H9.24) Place near detail of bent bolt used for new bridges except double tees. '''
 +
:Bolt shall not be bent in slab depths greater than 14 inches, use 12 inches straight embedment.
  
'''Widening'''
+
'''(H9.25) Place near details of shim plates used for horizontal alignment of State System 3. '''
 +
:Shim plates 6 x 3 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.
  
'''(I1.62)'''
+
'''(H9.26) Place in General Notes and near details of shim plates used for horizontal alignment.'''  
:Dimensions:
+
:Shim plates shall be galvanized after fabrication.  
:&nbsp; &nbsp; &nbsp; Longitudinal dimensions are based on the original design plans.
 
  
'''(I1.63)'''
+
'''(H9.27) Place near details of shim plates used for horizontal alignment of State System 4. '''
:Traffic:
+
:Shim plates 6 x 6 x 1/16-inch may be used between the W6x20 post and 6 x 6 x 3/8-inch plate. Shim plates 6 x 3 1/2 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.  
:&nbsp; &nbsp; &nbsp; Maintain one lane of traffic during construction (see Roadway Traffic Control Plans).
 
  
'''(I1.64''')
+
'''(H9.28) Place near detail specifying bar support at bent plates. '''
:Stringer Support:
+
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.
:&nbsp; &nbsp; &nbsp; All existing stringers in the span being strengthened shall be raised simultaneously <math>\, *</math> at jacking point and supported during welding of new steel plates.
 
  
'''(I1.65)'''
+
'''Use H9.31 thru H9.38 for temporary bridges except for Note H9.32 which is also used for rehabilitation of existing bridges and Note H9.34 which is used for all bridge types.'''
:The temporary supports must be capable of safely supporting a service load of approximately <math>\, **</math> tons per stringer (factor of safety not included) (see Special Provisions).
 
  
'''(I1.66)'''
+
'''(H9.31)'''
:<math>\, *</math> Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
+
:If Type A guardrail is not attached to ends of the temporary structure, flared ends shall be required.  The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.
  
=== I2. Resin & Cone Anchors ===
+
'''(H9.32)'''
 +
:Contractor shall verify all dimensions in field before ordering materials.
  
'''Use Resin Anchors unless concrete depths are insufficient.'''
+
'''(H9.33) Place near Part Section at Rail Post. '''
 +
:See preceding sheet for rail post spacing.
  
'''(I2.1)'''
+
'''(H9.34) Place in General Notes or near Elevation of Thrie Beam Rail. '''
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.
+
:At bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at entrance ends only unless required at the exit.
  
'''(I2.2) * Pay item in which resin anchor system is embedded.'''
+
'''(H9.35) Place near any detail specifying the bottom plate of the rail posts. '''
:Cost of furnishing and installing the resin anchor system complete-in-place will be considered completely covered by the contract unit price for <u>*</u>.
+
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars.  Bottom plate shall not be galvanized.
  
'''(I2.3)'''
+
'''(H9.36) Place near any detail specifying both the bottom and base plate of the rail posts. '''
:The minimum embedment depth in concrete with <math>\, f'_c</math> = 4,000 psi for the resin anchor system shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".
+
:The size of the base and bottom plate may be increased depending on which grid option is used.
  
'''Note to designer:'''<br/>A minimum factor of safety of 2 should be used when determining the number of anchors to be used.
+
'''(H9.37) Place near any detail specifying the welding of post to base plate of the rail posts. '''
 +
:Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.
  
'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
+
'''(H9.38) Place near any detail specifying the semi-circular notches of the rail posts. '''
:<u>A</u> <u>An epoxy coated</u> #<u>****</u> Grade 60 reinforcing bar <u>*****</u> long shall be substituted for the <u>******</u.>&oslash; threaded rod.
+
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.
  
{|
+
:Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on  Missouri Standard Plan 606.00. <u>Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides.</u>  Cost of supplying and installing new delineators will be considered completely covered by other pay items.  Delineators shall be stored with bridge guardrail after use.
|****||Bar size.
+
 
|-
+
'''38-inch Two Tube Rail (Also use H9.1a, H9.5, H9.6.2)'''
|*****||Length of bar required by design.
 
|-
 
|******||Diameter of threaded rod.
 
|}
 
  
 +
'''(H9.40)'''
 +
:Payment for furnishing all materials and labor necessary to install bridge rail, complete in place, will be considered completely covered by the contract unit price for Bridge Rail (Two Tube Structural Steel) per linear foot.
  
'''Cone Expansion Anchors'''
+
'''(H9.41)'''
 +
:HSS = Hollow Structural Section
  
'''(I2.30) ***  Pay item in which cone expansion anchor is embedded.'''
+
'''(H9.42)'''
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for <u>***</u>.
+
:Dimensions of bridge rails are measured horizontally.
  
'''(I2.31)'''
+
'''(H9.43)'''
:The <u>*</u>" diameter cone expansion anchors shall have a minimum ultimate pullout strength of <u>**</u> lbs. in concrete with <math>\, f'_c</math> = 4,000 psi.
+
:Bridge rails will be measured to the nearest linear foot for each structure measured from end of wing to end of wing.
  
{|style="text-align:center;"
+
'''(H9.44)'''
|-
+
:Fabrication of structural steel shall be in accordance with Sec 1080.
|width="100pt"|* DIAMETER||width="100pt"|** PULLOUT
 
|-
 
|3/8"||3,900
 
|-
 
|1/2"||7,500
 
|-
 
|5/8"||10,800
 
|-
 
|3/4"||12,000
 
|}
 
  
=== I3. Special Repair Zones ===
+
'''(H9.45)'''
 +
:Hollow structural sections shall be in accordance with ASTM A500 Grade B Structural Steel Tubing and shall meet the longitudinal CVN requirements of 15 ft-lbs at 0⁰ F, see Sec 1080 for reporting.
  
'''(I3.1)'''
+
'''(H9.46)'''
:Any half-soling required in the areas designated as special repair zones shall be completed in alphabetical sequence.  Any repair in the remainder of the bridge that is adjacent to Zone A and not designated as a special repair zone shall be completed prior to work in Zone A.
+
:All other steel shapes and plates shall be in accordance with ASTM A709 Grade 50.
  
'''(I3.2)'''
+
'''(H9.47)'''
:Removal and repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone.  Before placing concrete in areas adjacent to areas of subsequent repair, the concrete shall be separated with a material such as polyethylene sheets to aid in removal of old concrete.
+
:All anchor bolts shall be ASTM A449 Type 1 with ASTM A563 Grade DH heavy hex nuts and ASTM F436 hardened washers.
  
'''(I3.5) Use for structures with multiple column bents.'''
+
'''(H9.48)'''
:Zones with the same letter designation may be repaired at the same time.
+
:All anchor bolts, studs, nuts, and washers shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.
  
'''(I3.6) Use for structures with single column bents.'''
+
'''(H9.49)'''
:Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent.
+
:All posts, railing, rail splices and plates shall be galvanized after shop fabrication in accordance with AASHTO M 111 and ASTM A385. Galvanized rail shall not be painted.
  
'''(I3.10) Use for voided or solid slab structures.'''
+
'''(H9.50)'''
:If any single repair area does not exceed 4 square feet in size and the total repair within a special repair zone does not exceed 12 square feet, the special repair zone requirement does not apply for that zone. Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.  
+
:Provide railing expansion joints at 50 foot maximum intervals. Railing shall be continuous over two posts minimum. Railing expansion joints are required in rail sections that span bridge expansion joints.
  
'''(I3.11) Use for voided slab structures.'''
+
'''(H9.51)'''
:An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete.  Cost of patching an exposed void will be considered completely covered by the contract unit price for repairing concrete deck (half-soling).
+
:Use grout with a minimum 24-hour f’c of 3000 psi in single placement.
  
'''(I3.12)  Use for voided slab structures.'''
+
'''Concrete Curb for Two Tube Rail'''
:When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the  longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for deck repair with void tube replacement.
 
  
 +
'''(H9.60)'''
 +
:Top of curb shall be built parallel to grade and curb joints (except at end bents) normal to grade.
  
'''Use following notes for box and deck girder structures.'''
+
'''(H9.61)'''
 +
:All exposed edges of curb shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.
  
'''(I3.16)'''
+
'''(H9.62)'''
:Total width of full depth repair shall not exceed 1/3 of the deck width at one time.  For any area of deck repair that extends over a concrete girder and is more than 18 inches in length along the girder, the concrete removal shall stop at the centerline of girder and repair completed in this area.  Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi.  No traffic shall be permitted over the girder that is undergoing repair.
+
:Minimum lap for longitudinal R-bars is 2’-5”.
  
'''(I3.17)'''
+
'''(H9.63)'''
:When the full depth repair extends over a diaphragm or girder and the deteriorated concrete extends into the diaphragm or girder, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in girders shall not be removed below the deck haunch of the girder without prior review and approval from the engineer.
+
:The cross-sectional area of curb above the slab = 0.75 sq. ft.
  
 +
'''(H9.64)'''
 +
:Concrete in the curb shall be Class B-2.
  
'''Use following notes for box girder structures.'''
+
'''(H9.65)'''
 +
:The curb shall be cured by application of Type 1-D Liquid Membrane-Forming Curing Compound in accordance with Sec 1055 and sealed in accordance with Sec 703. The contractor shall remove all curing compound in accordance with the manufacturer’s recommendations before the concrete sealer is applied.
  
'''(I3.20)'''
+
'''(H9.66)'''
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.
+
:Measurement of the curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.
  
'''(I3.21)'''
+
'''(H9.67)'''
:If any single repair area does not exceed 9 square feet in size and the total repair within a special repair zone does not exceed 27 square feet, the special repair zone requirement does not apply for that zone.  Half-soling repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar.  Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.
+
:Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Concrete Curb (Bridge Rail) per linear foot.
  
== J. MSE Wall Notes ==
+
=== H10. Barriers – Type A, B, C, D and H===
  
 +
==== H10a. Cast-In-Place Permanent Barrier====
  
=== J1. General ===
+
'''The following notes shall be placed in the General Notes on the elevation sheet.'''
  
'''(J1.1)'''
+
'''(H10.0.1) Use note if slip forming is allowed. Add asterisk to all C-bar leader notes and the one fiberglass bar leader note in the elevation of barrier. '''
:Factor of safety shall be 2.0 for overturning, 1.5 for sliding and 2.0 for bearing.
+
:'''*''' Slip-formed option only.
  
'''(J1.2)'''
+
'''(H10.0.2) Both methods may be used unless otherwise specified on Bridge Memorandum.'''  
:The cost of joint filler and joint seal, complete-in-place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type <u>A</u> <u>D</u>). See Roadway Plans.  
+
:Conventional forming <u>or slip</u> forming <u>may</u> <u>shall</u> be used. Saw cut joints may be used with conventional forming.
  
'''(J1.3)'''
+
'''(H10.1) Exclude underlined part for single span bridges. '''
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.
+
:Top of barrier shall be built parallel to grade <u>with barrier joints (except at end bents) normal to grade</u>.
  
'''(J1.4)'''
+
'''(H10.2)'''
:&oslash; = <u>&nbsp; &nbsp;</u>&deg; for backfill material to be retained by the mechanically stabilized earth wall system.
+
:All exposed edges of barrier shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.
  
'''(J1.5)'''
+
'''(H10.3)'''
:&oslash; = <u>&nbsp; &nbsp;</u>&deg; for foundation material the wall is to rest on.
+
:Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Type <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier per linear foot.
  
'''(J1.6)'''
+
'''(H10.4)'''
:&oslash; &ge; 34&deg; for the select granular backfill for structural systems.
+
:Concrete in barrier shall be Class B-1.
  
'''(J1.7)'''
+
'''(H10.5) Use for Type B, D or H barrier. Include “left” or ”right” and exclude “for each structure” when barriers on each side of the bridge are not the same type. '''
:Design &oslash; = 34&deg; for the select granular backfill for structural systems.
+
:Measurement of barrier is to the nearest linear foot <u>for each structure</u>, measured along the <u>left</u> <u>right</u> outside top of slab from end of <u>wing to end of wing</u> <u>slab to end of slab</u>.
  
'''(J1.8)'''
+
'''(H10.7) Use for Type A or C barriers.'''
:All concrete for leveling pad <u>and coping</u> shall be Class B or B-1 with <math>\, f'_c</math> = 4000 psi.
+
:Measurement of barrier is to the nearest linear foot, measured along the top of slab at centerline median from end of bridge approach slab to end of bridge approach slab.
 +
<div id="(H10.7.1) Notes shall be used on all barrier curbs"></div>
 +
'''(H10.7.1) Use for all barriers (see [[620.5 Delineators (MUTCD Chapter 3F)#620.5.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''
  
'''(J1.9)'''
+
:Concrete traffic barrier delineators shall be placed on top of the barrier as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. <u>Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides.</u> Concrete traffic barrier delineators will be considered completely covered by the contract unit price for Type <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier.
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project is available from the Project Contact upon written request.
 
  
'''(J1.10)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="760px" align="center"
:Panel reinforcement shall be epoxy coated.
+
|-
 +
|Below is additional guidance for using Note H10.7.1:
 +
|-
 +
|Bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides of the delineators. For two-lane, one-way traffic, retroreflective sheeting may be on one side only unless crossroad or entranceway traffic is just beyond exit to bridge and wrong way driving is to be discouraged with retroreflective sheeting on both sides of the delineators, (white and red in this case). "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be modified, as required. For Type A and C barriers, retroreflective sheeting should be used on both sides of the delineators where there is not more than four lanes divided.
 +
|-
 +
|On bridges with more than two lanes, retroreflective sheeting is not required on both sides of the delineators.  The perception of a narrowing roadway at the bridge is of lesser consequence in terms of requiring guidance devices and does not warrant retroreflective sheeting on both sides of the delineators. "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be removed at the discretion of the design team.
 +
|}
  
'''(J1.11)'''
+
'''(H10.7.2) '''
:Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.
+
:Joint sealant and backer rods shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.
  
'''(J1.12)'''
+
'''(H10.7.3) Use note if slip forming is allowed.'''
:A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.
+
:For slip-formed option, both sides of barrier shall have a vertically broomed finish and the top shall have a transversely broomed finish.
  
'''(J1.13)'''
+
'''(H10.7.4) Use for all grade separations except over railroads and county roads.'''
:Coping shall be required on this structure unless a small block system is used. Bond breaker (roofing felt or other approved alternate) between wall panel and coping required if coping is cast in place.
+
:Plastic waterstop shall not be used with saw cut joints.
  
  
'''For Battered Walls'''
+
'''The following three notes shall be placed under section thru barrier.'''  
  
'''(J1.14)'''
+
'''(H10.8)'''
:The top and bottom elevations are given for a vertical wall.  If a battered wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.
+
:Use a minimum lap of 3'-1" for #5 horizontal barrier bars.
 
:The baseline of the wall shown is for a vertical wall. If a battered wall system is used, this baseline shall correspond to Elevation <u>&nbsp; &nbsp; &nbsp; &nbsp; </u>.
 
  
 +
'''(H10.9) Areas shown are for standard barrier heights and a two percent cross slope.  '''
 +
:The cross-sectional area above the slab is <u>*</u> square feet.
  
'''For Walls Near Bridge Abutments (Responsibility of Bridge Division)'''
+
:{|
 +
|*||2.98 for a Type A barrier.
 +
|-
 +
| ||2.27 for a Type B barrier.
 +
|-
 +
| ||4.69 for a Type C barrier.
 +
|-
 +
| ||3.52 for a Type D barrier.
 +
|-
 +
| ||3.59 for a Type D barrier used as a median.
 +
|-
 +
| ||2.89 for a Type H barrier
 +
|}
  
'''(J1.15)'''
+
'''(H10.9.1) Add (2) to the dimension for the top of slab to top of the R2 bar. '''
:The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)
+
:(2) To top of bar
  
  
'''PREQUALIFIED MSE WALL SYSTEMS'''
+
'''The following three notes shall be used for double-tee structures. '''
  
'''(J1.16)'''
+
'''(H10.10)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.
|-
+
 
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|MSE Wall Systems Data Table
+
'''(H10.11)'''
|-
+
:Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Proprietary Wall<br/>Systems
+
 
!colspan="4" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Combination Wall Systems
+
'''(H10.12)'''
|-
+
:Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Type <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier.
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
+
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|System
+
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit<br/>Manufacturer
+
'''The following two notes, when appropriate, shall be placed under the title of the elevation of barrier.  '''
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing<br/>Unit
+
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Geogrid<br/>Manufacturer
+
'''(H10.12.1) Dimensions shall be horizontal unless otherwise specified on Bridge Memorandum. '''
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
+
:Longitudinal dimensions are <u>horizontal</u> <u>arc dimensions</u>.
|-
+
 
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
'''(H10.12.2)'''
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
:Longitudinal dimensions are along top of <u>barrier</u> <u>outside edge of slab</u> parallel to grade.
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
'''The following two notes shall be placed under the permissible alternate bar shape detail. '''
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
+
'''(H10.13) Use R2 for Type D or H barriers, R3 for Type B barrier and M2 for two separate Type D barriers used as a median. Add (4) to the combined #5 bar leader note. Exclude note and associated detail for CIP slabs. '''
|-
+
:(4) The <u>R2</u> <u>R3</u> <u>M2</u> bar and #5 bottom transverse slab bar in cantilever (prestressed panels only) combination may be furnished as one bar as shown, at the contractor's option.
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
 
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
'''(H10.14) Use R1 for Type B, D or H barriers. Use M1 for two separate Type D barriers used as a median. Add (3) to the two separated #5 bar leader notes. '''
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
:(3) The <u>R1</u> <u>M1</u> bar may be separated into two bars as shown, at the contractor's option, only when slip forming is not used. (All dimensions are out to out.)
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
'''(H10.15) Use note if slip forming is allowed. Place under the part elevation of barrier and add (1) to fiberglass bar leader notes in the section thru saw cut joint and part elevation of barrier. '''
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
+
:(1) Four feet long, centered on joint, slip-formed option only
|-
+
 
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
<div id="Place general notes H10.19,"></div>
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
'''Place general notes H10.19, H10.20 and H10.7.1 on the barrier at end bents sheet with notes H10.19 and H10.20 under the Reinforcing Steel heading. '''
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
'''(H10.19)'''
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
+
:Minimum clearance to reinforcing steel shall be 1 1/2" except as shown for bars embedded into end bent.
|-
+
 
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
'''(H10.20) Use for Type B barrier only. Use 2’-7” and K10 bars for barrier ending on wing walls adding K13 bars with two different wing lengths. Will need to add more bars if more than two different wing lengths exist. Use 3’-1” and R6 bars for barrier ending on bridge deck. '''
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
:Use a minimum lap of <u>2'-7"</u> <u>3’-1”</u> between K9 and <u>K10 or K13</u> <u>R6</u> bars.  
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| &nbsp;
 
|-
 
|colspan="6" align="left"|MSE Wall Systems Data Table is to be completed by MoDOT construction personnel<br/> to record the manufacturer of the proprietary wall system or the manufacturers of the<br/>combination wall system that was used for constructing the MSE wall.
 
|}
 
  
'''(J1.17)Use when wall is required to be built vertical. Small block walls can not be built vertical.'''
+
'''(H10.21) Place note under the K Bar Permissible Alternate Shape detail on the barrier at end bents sheet. Use K1 and K2 for Type B barrier; K9 and K10 for Type D barrier; K3 and K5 for Type H barrier. '''
:The MSE wall system shall be built vertical.
+
:The <u>K1 and K2</u> <u>K9 and K10</u> <u>K3 and K5</u> bar combination may be furnished as one bar as shown, at the contractor's option.
  
'''(J1.18) Use when only the small or large block wall is required. Do not use note when small and large blocks can be used.'''
+
==== H10b. Precast Temporary Barrier====
:The MSE wall system shall be a <u>small</u> <u>large</u> block wall system in accordance with Sec 720.
 
  
'''(J1.19)'''
+
'''(H10.90)'''
:Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.
+
:Method of attachment for temporary barrier shall be <u>tie-down strap</u> <u>bolt through deck</u>.
  
'''(J1.20)'''
+
'''(H10.91)'''
:Adjustment in the vertical alignment of the drainage pipes from that depicted in the plans may be necessary to ensure positive flow out of the drainage system.
+
:Temporary barrier shall not be attached to the bridge.
 +
 
 +
=== H11. Fences and Sidewalks ===
 +
 
 +
'''Pedestrian Guard Fence (Chain Link Type): General Notes'''
 +
 
 +
'''(H11.10)'''
 +
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.
 +
 
 +
'''(H11.11)'''
 +
:All posts shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of posts.
 +
 
 +
'''(H11.12)'''
 +
:Payment for furnishing, galvanizing and erecting the fence and frame complete in place will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.
 +
 
 +
'''(H11.13)'''
 +
:Dimensions of pedestrian guard fence are measured horizontally.
 +
 
 +
'''(H11.14)'''
 +
:The maximum spacing allowed between pull post and end posts is 100 ft. Post brace and 1/2" Ø truss rod are required for panels adjacent to pull post and end posts only.
 +
 
 +
'''(H11.15)'''
 +
:Connect the lower end of the 1/2" Ø truss rod to the bottom of the pull posts and end posts to which the stretcher bar is attached.
 +
 
 +
'''(H11.16)'''
 +
:(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the centerline fence from <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> to <u>&nbsp;&nbsp;&nbsp;&nbsp;</u>.
 +
 
 +
'''(H11.17)'''
 +
:Core wire size for wire fabric shall be 6 gage minimum.
 +
 
 +
 
 +
'''Sidewalks'''
 +
 
 +
'''(H11.20)'''
 +
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.
 +
 
 +
'''(H11.21)'''
 +
:Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.
 +
 
 +
'''(H11.22)'''
 +
:Concrete in the sidewalk shall be Class B-2.
 +
 
 +
'''(H11.23)'''
 +
:Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of barrier to the outside edge of sidewalk and from end of slab to end of slab.
 +
 
 +
 
 +
'''Decorative Fencing: Pedestrian Curb (Effective March 1, 2024)'''
 +
 
 +
'''(H11.30)'''
 +
:Top of curb shall be built parallel to grade and curb joints (except at end bents) normal to grade.
 +
 
 +
'''(H11.31)'''
 +
:All exposed edges of curb shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.
 +
 
 +
'''(H11.32)'''
 +
:Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Pedestrian Curb per linear foot.
 +
 
 +
'''(H11.33)'''
 +
:Concrete in curb shall be Class B-1.
 +
 
 +
'''(H11.34)'''
 +
:Measurement of pedestrian curb is to the nearest linear foot for each structure, measured along the outside top of curb from end of curb to end of curb.
 +
 
 +
'''(H11.35)'''
 +
:Center of posts shall clear curb joints or ends by at least 6 inches.
 +
 
 +
'''(H11.36)'''
 +
:Minimum lap for longitudinal R-bars is 2'-7".
 +
 
 +
 
 +
'''Decorative Fencing: Pedestrian Fence (Effective March 1, 2024)'''
 +
 
 +
'''(H11.37)'''
 +
:These details are a general representation of a Decorative Pedestrian Fence. The actual fence components and component positions may be different than what is shown.
 +
 
 +
'''(H11.38)'''
 +
:Fence shall have a gloss black finish (Federal Standard #17038). See special provisions.
 +
 
 +
'''(H11.39)'''
 +
:Base plate shall be ASTM A709, Grade 50.
 +
 
 +
'''(H11.40)'''
 +
:All base plates, U bolts, hex nuts and washers shall be galvanized in accordance with ASTM A123 and Sec 1081.
 +
 
 +
'''(H11.42)'''
 +
:Measurement of pedestrian fence will be made horizontally and to the nearest linear foot along centerline fence.
 +
 
 +
'''(H11.43) Heights available in standard pay items are 30 in., 48 in., 60 in., 72 in. & 96 in.'''</br>
 +
:Payment for furnishing and erecting the fence complete in place will be considered completely covered by the contract unit price for (__ in.) Decorative Pedestrian Fence (Structures).
 +
 
 +
'''(H11.44)'''
 +
:All fence posts shall be vertical.
 +
 
 +
'''(H11.45)'''
 +
:Mortar shall be placed under the post base plates in accordance with Sec 1066.
 +
 
 +
'''(H11.46)'''
 +
:Decorative pedestrian fencing shall be in accordance with 2020 AASHTO LRFD Bridge Design Specifications, 9th Ed.
 +
 
 +
'''(H11.47)'''
 +
:Shop drawings and structural calculations will not be required for the decorative pedestrian fences on the Bridge Pre-qualified Products List.
 +
 
 +
'''(H11.48)'''
 +
:All materials used in fabrication and construction of the decorative pedestrian fencing shall be in accordance with the manufacturer's specifications, except as modified in the contract documents.
 +
 
 +
'''(H11.49)'''
 +
:Decorative pedestrian fencing system shall be supplied by only one manufacturer. Decorative pedestrian fencing system shall include all components except the anchor bolts and hardware, and #4 bars welded to the anchor bolts. The assembly of the pickets to the rails and the rails to the posts shall be the same as the style mentioned for the manufacturer.
 +
 
 +
'''(H11.50)'''
 +
:See Bridge Pre-qualified Products List (BPPL) for a list of approved manufacturers.
 +
 
 +
'''(H11.51)'''
 +
:Substitution for the U-bolt cages will not be permitted.
 +
 
 +
=== H12. Miscellaneous ===
 +
 
 +
'''Construction Joint'''
 +
 
 +
'''(H12.1)'''
 +
:Finish each side of joint with a 1/4 inch radius edging tool.
 +
 
 +
'''Pin and Flat Hexagonal Nut'''
 +
 
 +
 
 +
'''(H12.2)'''
 +
:{|cellpadding="0"
 +
|Material:||Pin = ASTM A668 (Class F)
 +
|-
 +
|&nbsp;||Nut = ASTM A709 Grade 36
 +
|}
 +
 
 +
 
 +
'''Plastic Waterstop (Use in the barrier joints and parapet joints as specified in [[751.12 Barriers, Railings, Curbs and Fences#751.12.1.2.3 Plastic Waterstops|EPG 751.12.1.2.3 Plastic Waterstops]])'''
 +
 
 +
'''(H12.3)'''
 +
:Plastic waterstop shall be placed in all formed joints, except structures with superelevation, use on lower joints only.
 +
 
 +
'''(H12.4)'''
 +
:Cost of plastic waterstop, complete in place, will be considered completely covered by the contract unit price for Type <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier.
 +
 
 +
'''Sign Supports'''
 +
 
 +
'''(H12.5)'''
 +
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.
 +
 
 +
'''(H12.6)'''
 +
:Payment for furnishing and erecting approximately <u>&nbsp;&nbsp;&nbsp;</u> pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.
 +
 
 +
 
 +
'''Plan of Slab: All Structures'''
 +
 
 +
'''(H12.8)'''
 +
:Longitudinal slab dimensions are measured horizontally.
 +
 
 +
== I. Revised Structures Notes ==
 +
 
 +
 
 +
=== I1. General ===
 +
 
 +
'''(I1.0.1) Use “slab surface” for deck replacements. '''
 +
:Roadway surfacing adjacent to bridge ends shall match new bridge <u>slab surface</u> <u>wearing surface</u> (roadway item).
 +
 
 +
'''(I1.0.2) '''
 +
:All concrete repairs shall be in accordance with Sec 704, unless otherwise noted.
 +
 
 +
'''(I1.0.3) Use note when required for rush jobs.'''
 +
:Qualified special mortar in accordance with job special provisions may be used for half-sole repair <u>and deck repair with void tube replacement</u>.
 +
 
 +
'''(I1.1)'''
 +
:Outline of existing work is indicated by light dashed lines.  Heavy lines indicate new work.
 +
 
 +
'''(I1.2)'''
 +
:Contractor shall verify all dimensions in field before finalizing the shop drawings.
 +
 
 +
'''(I1.3)'''
 +
:Bars bonded in existing concrete not removed shall be cleanly stripped and embedded into new concrete where possible.  If length is available, existing bars shall extend into new concrete at least 40 diameters for plain bars and 30 diameters for deformed bars, unless otherwise noted.
 +
 
 +
 
 +
'''Use Notes I1.4 and I1.5 where a broken concrete surface has no new concrete against it.  Use bituminous paint below ground line and qualified special mortar above ground line.'''
 +
 
 +
'''(I1.4)'''
 +
:The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved <u>bituminous paint</u> <u>qualified special mortar in accordance with Sec 704</u>.
 +
 
 +
'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
 +
:Joint shall be cleaned per the manufacturer's recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.
 +
 
 +
'''(I1.6) Use as an asterisk note when tinting is specified on Bridge Memorandum adding corresponding asterisk to slab edge repair and superstructure repair (unformed) leader notes.'''
 +
:Match existing concrete color. Apply tinted sealer to blend repair to existing concrete.
 +
 
 +
'''(I1.7) Effective for redeck jobs in June 2024 letting and later.'''
 +
:For adjusted girder deflection due to weight of new deck and barriers, see Bridge Electronic Deliverables.
 +
 
 +
 
 +
'''Concrete Slab with Wearing Surface'''
 +
 
 +
'''(I1.10)  Use note for all wearing surfaces except epoxy polymer wearing surfaces.'''
 +
:In order to maintain grade and a minimum thickness of wearing surface as shown on plans it may be necessary to use additional quantities of wearing surface at various locations throughout the structure.  The cost of furnishing and installing the wearing surface will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of wearing surface.
 +
 
 +
'''(l1.11)  Use note for chip seals and polymer wearing surfaces.'''
 +
:The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the wearing surface.
 +
 
 +
'''(l1.12)  Use note only with preventive maintenance jobs.'''
 +
:Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.
 +
 
 +
'''(I1.13) <font color="purple">[MS Cell]</font color="purple"> Place following table and notes near the estimated quantities table on the design plans for optional concrete wearing surface and optional very early strength concrete wearing surface as specified on the Bridge Memorandum. '''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional <u>Very Early Strength</u> Concrete Wearing Surface
 +
|-
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Concrete Wearing Surface
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used<br/>(√)
 +
|-
 +
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Low Slump Concrete Wearing Surface
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Latex Modified Concrete Wearing Surface
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Silica Fume Concrete Wearing Surface
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Latex Modified Very Early Strength Concrete Wearing Surface
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|CSA Cement Very Early Strength Concrete Wearing Surface
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (√)".
 +
|-
 +
|align="left" colspan="2"|The contractor shall select one of the optional <u>very early strength</u> concrete wearing surfaces listed in<br/>the table. The optional <u>very early strength</u> concrete wearing surface method of measurement and<br/>basis of payment shall be in accordance with Sec 505.
 +
|}
 +
 
 +
 
 +
'''(I1.14) <font color="purple">[MS Cell]</font color="purple"> Place following table and notes near the estimated quantities table on the design plans for optional polymer wearing surface as specified on the Bridge Memorandum. '''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional Polymer Wearing Surface
 +
|-
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Polymer Wearing Surface
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Type Used<br/>(√)
 +
|-
 +
|align="left" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Epoxy Polymer Wearing Surface
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|MMA Polymer Slurry Wearing Surface
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="left" colspan="2"|MoDOT construction personnel shall complete column labeled "Type Used (√)".
 +
|-
 +
|align="left" colspan="2"|The contractor shall select one of the optional polymer wearing surfaces listed in the<br/>table. The optional polymer wearing surface method of measurement and basis of<br/>payment shall be in accordance with Sec 623.  
 +
|}
 
   
 
   
:Outlet ends of pipes shall be located to avoid clogging or flow into the drainage system.
+
'''(I1.15) Use note when specified on Bridge Memorandum.'''
 
+
:Broadcast aggregate for MMA polymer slurry wearing surface shall be a black beauty type aggregate.
'''(J1.21)'''
+
 
:Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone as required by manufacturer.
+
'''(l1.16) Use note when specified on Bridge Memorandum. Requires non-standard special provision [https://spexternal.modot.mo.gov/sites/de/JSP/NJSP1513.docx?d=we869653119d14e99945841e7d7f615c3 NJSP1513].'''
 
+
:Broadcast aggregate for MMA polymer slurry wearing surface shall be a high friction (HFST) aggregate in accordance with special provisions.
== K. Approach Slab Notes ==
+
 
 
+
'''(l1.17) Use note when specified on Bridge Memorandum.'''
 
+
:Reflective deck cracks shall be treated in accordance with Sec 623.
=== K1. General ===
+
 
 
+
 
'''(K1.1)'''
+
'''Removal and Storage of Existing Bridge Rails'''
:All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (<math>\, f'_c</math> = 4,000 psi).
+
 
 
+
'''(I1.20)'''
'''(K1.2)'''
+
:The existing bridge rails <u>and posts</u> shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at <u>&nbsp;&nbsp;&nbsp;&nbsp;</u>.
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.
+
 
 
+
 
'''(K1.3)'''
+
'''Extension of Box Culverts'''
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with <math>\, F_y</math> = 60,000 psi.
+
 
 
+
'''(I1.41)'''
'''(K1.4)'''
+
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the existing structure.
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
+
 
 
+
'''(I1.42)'''
'''(K1.5)'''
+
:Bottom of new slab shall be built flush with the bottom of slab of the existing box and the height of walls varied as necessary to extend the walls into rock as specified.
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous.  The transverse reinforcing steel may be made continuous by lap splicing the #4 & #6 bars 18" and 2'-2" respectively.
+
 
 
+
<div id="Making End Bents Integral"></div>
'''(K1.6)'''
+
'''Making End Bents Integral'''
:Mechanical bar splices shall be in accordance with Sec 706.
+
 
 
+
'''(I1.51)'''
'''(K1.7)'''
+
:The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-3 surface preparation and coated with a minimum of one coat of gray epoxy-mastic primer (non-aluminum) in accordance with Sec 1081 to produce a dry film thickness of not less than 3 mils before concrete is poured. The surface preparation and coating for girders shall extend a minimum of one foot outside the face of the girder encasement. Payment for cleaning and coating steel to be encased in concrete will be considered completely covered by the contract unit price for <u>Class B-2 Concrete</u> <u>Slab on Steel</u>.
:<math>\, *</math> Seal joint between vertical face of approach slab and wing with "Silicone Joint Sealant for Saw Cut and Formed Joints" in accordance with Sec 717.
+
 
 
+
'''(I1.52)'''
'''(K1.9)'''
+
:The ___ bars are segmented for ease of placement through girder web holes. The total bar length for ___ bars shown in Bill of Reinforcing Steel allows for one lap splice with a length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment length will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
+
 
 
+
'''(I1.53)'''
'''(K1.11)'''
+
:Cost of field drilling holes in existing <u>plate girder</u> <u>wide flange beam</u> webs will be considered completely covered by the contract unit price for <u>Class B-2 Concrete</u> <u>Slab on Steel</u>.
:The contractor shall pour and satisfactorily finish the bridge or semi-deep slab before pouring the bridge approach slabs.
+
 
 
+
'''Curb Block-Out'''
'''(K1.12)'''
+
 
:Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge or semi-deep slab.
+
'''(I1.60)'''
 
+
:7/8"&oslash; Threaded Rods with nuts and washers shall be used in place of 7/8"&oslash; Bolts (ASTM A307).
'''(K1.14)'''
+
 
:Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Bridge) per sq. yard.
+
'''(I1.61)'''
 
+
:1"&oslash; holes shall be drilled through existing end post for placement of 7/8"&oslash; threaded rods, nuts, and washers.
'''(K1.15)'''
+
 
:For Concrete Approach Pavement details, see roadway plans.
+
 
 
+
'''In "General Notes:" section of plans, place the following note under the heading "Miscellaneous:" when existing longitudinal dimensions are used.'''
'''(K1.17)'''
+
 
:See Missouri Standard Plans Drawing 609.00 for details of Type A Barrier Curb.
+
'''(I1.62)'''
 
+
:Longitudinal dimensions are based on the original design plans.
'''(K1.18)'''
+
 
:With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.
+
'''In "General Notes:" section of plans, place the following two notes under the heading "Beam Support:" when strengthening existing beams under traffic.'''
 
+
 
'''(K1.19)'''
+
'''(I1.64''')
:At the contractor's option, Grade 40 reinforcement may be substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment. No additional payment will be made for this substitution.
+
:All existing beams in the span being strengthened shall be raised simultaneously Dimension H at jacking point and supported during welding of new steel plates.
 
+
 
'''(K1.20)'''
+
'''(I1.65)'''
:When Grade 40 reinforcement is substituted for the Grade 60 #5 dowel bars connecting the bridge approach slab to the bridge abutment, the reinforcement may be bent up to 90 degrees with a 2" minimum radius near the abutment to allow compaction of the backfill material near the abutment. Damage to epoxy coating shall be repaired in accordance with Sec 710.
+
:The temporary supports must be capable of safely supporting a service load of approximately Load J tons per beam (factor of safety not included). See special provisions.
 +
 
 +
'''(I1.66)'''
 +
:<math>\, *</math> Scarification not required for Asphaltic Concrete, MMA Polymer Slurry and Epoxy Polymer Wearing Surfaces.
 +
 
 +
<div id="Rock Blanket"></div>
 +
 
 +
'''Rock Blanket'''
 +
 +
'''(I1.70) Use note for redecks or in other cases where the rock blanket elevations are not shown on the bridge plans and the top of the rock blanket is required to be flush to the existing ground line in accordance with the Memorandum of Agreement with SEMA.'''
 +
 
 +
:The top of rock blanket shall be flush to the ground line as directed by the engineer. (Roadway Item)
 +
<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 ===
 +
 
 +
'''Use Resin Anchors unless concrete depths are insufficient.'''
 +
 
 +
'''(I2.1)'''
 +
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.
 +
 
 +
'''(I2.2)  * Pay item in which resin anchor system is embedded.'''
 +
:Cost of furnishing and installing the resin anchor systems, complete in place, will be considered completely covered by the contract unit price for <u>*</u>.
 +
 
 +
'''(I2.3)'''
 +
:The minimum embedment depth in concrete with f'<sub>c</sub> = 4,000 psi for the resin anchor systems shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".
 +
 
 +
'''Note to designer:'''<br/>A minimum factor of safety of 2 should be used when determining the number of anchors to be used.
 +
 
 +
'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
 +
:<u>A</u> <u>An epoxy coated</u> #<u>****</u> Grade 60 reinforcing bar <u>*****</u> long shall be substituted for the <u>******</u>&oslash; threaded rod.
 +
 
 +
 
 +
{|
 +
|****||Bar size.
 +
|-
 +
|*****||Length of bar required by design.
 +
|-
 +
|******||Diameter of threaded rod.
 +
|}
 +
 
 +
 
 +
'''Cone Expansion Anchors'''
 +
 
 +
'''(I2.30)  ***  Pay item in which cone expansion anchor is embedded.'''
 +
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for <u>***</u>.
 +
 
 +
'''(I2.31)'''
 +
:The <u>*</u>" diameter cone expansion anchors shall have a minimum ultimate pullout strength of <u>**</u> lbs. in concrete with f'<sub>c</sub> = 4,000 psi.
 +
 
 +
{|style="text-align:center;"
 +
|-
 +
|width="100pt"|* DIAMETER||width="100pt"|** PULLOUT
 +
|-
 +
|3/8"||3,900
 +
|-
 +
|1/2"||7,500
 +
|-
 +
|5/8"||10,800
 +
|-
 +
|3/4"||12,000
 +
|}
 +
 
 +
=== I3. Special Repair Zones  - Deck Repair Notes for CIP Continuous Concrete Box Girder, Voided Slab and Solid Slab Spans (Notes for Bridge Standard Drawings RHB03 & RHB04)===
 +
 
 +
'''Use applicable notes I3.1 thru I3.6 under the special repair zones heading in the deck repair notes. The special repair zones heading shall follow the order of repair heading.'''
 +
 
 +
'''(I3.1) Use for structures using conventional deck repair only (no hydro demolition). '''
 +
:Any deck repair in areas not designated as a special repair zone shall be completed prior to work in Zone A.
 +
 
 +
'''(I3.2) Use for structures with multiple column bents.'''
 +
:Deck repair required in the areas designated as special repair zones shall be completed <u>pre-hydro demolition</u> in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time. <u>Hydro demolition shall not move forward until the repairs in all special repair zones are completed and properly cured.</u>
 +
 
 +
'''(I3.3) Use for structures with single column bents. '''
 +
:Deck repair required in the areas designated as special repair zones shall be completed <u>pre-hydro demolition</u> in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent. <u>Hydro demolition shall not move forward until the repairs in all special repair zones are complete and properly cured.</u>
 +
 
 +
'''(I3.4) Use for hydro demolition projects. '''
 +
:Any deck repair in areas not designated as a special repair zone shall be completed post-hydro demolition.
 +
 
 +
'''(I3.5)'''
 +
:Removal and deck repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone.
 +
 
 +
'''(I3.6)  Use for voided or solid slab structure.'''
 +
:If any single repair area does not exceed 4 square feet in size and the total repair area within a special repair zone does not exceed 12 square feet, the special repair zone may be repaired at the same time as an adjacent zone.
 +
 
 +
'''Use for voided slab structures, place applicable notes I3.10 thru I3.12 under the void repair heading in the deck repair notes. The void repair heading shall follow the special repair zones heading.'''
 +
 
 +
'''(I3.10)  '''
 +
:Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense. 
 +
 
 +
'''(I3.11)  Underline portion only required for Hydro Demo Case 2 details.'''
 +
:An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for Half-Sole Repair <u>inside special repair zones and Monolithic Deck Repair outside special repair zones</u>.
 +
 
 +
'''(I3.12)  Use when deck repair with void tube replacement is required.'''
 +
:When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for Deck Repair with Void Tube Replacement. Measurement will be horizontal projection of the area of exposed tube in plan.
 +
 
 +
 
 +
'''Use for box and deck girder structures, place applicable notes I3.16 thru I3.22 as a continuation of the special repair zones heading in the deck repair notes. '''
 +
 
 +
'''(I3.16)'''
 +
:Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a web and is more than 18 inches in length along the web, the concrete removal <u>including removal with hydro demolition</u> shall stop at the centerline of web and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the web that is undergoing repair.
 +
 
 +
'''(I3.17)'''
 +
:When the full depth repair extends over a diaphragm or web and the deteriorated concrete extends into the diaphragm or web, all deteriorated concrete shall be removed and replaced as full depth repair.  Concrete in webs shall not be removed below the slab haunch of the girder without prior review and approval from the engineer.
 +
 
 +
 
 +
'''Use notes I3.20 and I3.22 for box girder structures only. '''
 +
 
 +
'''(I3.20)'''
 +
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.
 +
 
 +
'''(I3.21) This applies for each zone and not similarly lettered zones as a group. '''
 +
:If any single repair area does not exceed 9 square feet in size and the total repair area within a special repair zone does not exceed 27 square feet, the special repair zone may be repaired at the same time as an adjacent zone.
 +
 
 +
'''(I3.22)'''
 +
:Half-sole repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.
 +
 
 +
'''(I3.30) Use for hydro demolition projects.''' Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; (2) equals ¼ inch; and (3) equals ½ inch; see Bridge Memorandum.
 +
:1. <u>Scarify existing deck (1).</u> <u>Remove existing wearing surface plus (1) of existing deck.</u>
 +
:<u>2. Power wash deck to identify sound and unsound existing deck repair.</u>
 +
:3. Inside special repair zones, complete the following repair<u>s</u>:
 +
::a. <u>Removal of existing deck repair</u>
 +
::<u>b.</u> Half-sole repair
 +
::<u>c. Deck repair with void tube replacement</u>
 +
::<u>d. Full depth repair</u>
 +
:<u>4. Outside special repair zones, remove existing deck repair.</u>
 +
:5. Complete total surface hydro demolition, removing (2) minimum of sound concrete inside special repair zones and removing (3) minimum of sound concrete and all deteriorated concrete outside special repair zones.
 +
:6. Sound deck and if needed complete incidental concrete removal.
 +
:''(Guidance: Use for Case 1 RHB03)''
 +
:<u>7. Outside special repair zones, complete full depth repair.</u>
 +
:''(Guidance: Use for Case 2 RHB03 and Case 1 & 2 RHB04)''
 +
:<u>7. Outside special repair zones, complete the following repairs:</u>
 +
::<u>a. Half-sole repair</u> ''(Guidance: Case 2 RHB04)''
 +
::<u>b. Deck repair with void tube replacement</u> ''(Guidance: Case 1 & 2 RHB04)''
 +
::<u>c. Full depth repair</u> ''(Guidance: Case 2 RHB03 and Case 1 & 2 RHB04)''
 +
:8. Place new wearing surface including additional material for areas of monolithic deck repair.
 +
 
 +
'''(I3.31) Use for non-hydro demolition projects (conventional deck repair only).''' Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; see Bridge Memorandum.
 +
:1. <u>Scarify existing deck (1).</u> <u>Remove existing wearing surface</u> <u>plus (1) of existing deck.</u>
 +
:2. Sound deck to identify areas in need of repair.
 +
:3. Outside special repair zones, complete the following repair<u>s</u>:
 +
::a. Half-sole repair
 +
::<u>b. Deck repair with void tube replacement</u>
 +
::<u>c. Full depth repair</u>
 +
:4. Inside special repair zones, complete the following repair<u>s</u>:
 +
::a. Half-sole repair
 +
::<u>b. Deck repair with void tube replacement</u>
 +
::<u>c. Full depth repair</u>
 +
:5. Place new wearing surface.
 +
 
 +
===I4. Fiber Reinforced Polymer (FRP) Wrap - Bent Cap Shear Strengthening===
 +
 
 +
'''(I4.1)'''
 +
:Design force is the factored shear force at any cross section in each design region that shall be resisted entirely by the FRP reinforcement.
 +
 
 +
'''(I4.2)''' 
 +
:See special provisions.
 +
 
 +
== J. MSE Wall Notes (Notes for Bridge Standard Drawings)==
 +
 
 +
 
 +
=== J1. General ===
 +
 
 +
'''(J1.1)'''
 +
:Factor of safety shall be 2.0 for overturning and 1.5 for sliding.
 +
 
 +
'''(J1.2)'''
 +
:The cost of joint filler and joint seal, complete in place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type <u>A</u> <u>D</u>). See Roadway Plans.
 +
 
 +
'''(J1.3)'''
 +
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.
 +
 
 +
'''(J1.4)'''
 +
:&oslash;<sub>b</sub> = <u>&nbsp; &nbsp;</u>&deg; and Unit weight, Ɣ<sub>b</sub> = ___pcf for retained backfill material to be retained by the mechanically stabilized earth wall system.
 +
 
 +
'''(J1.5) Use either or both foundation parameter notes for foundation ground as determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report.'''
 +
:<u>&oslash;<sub>f</sub> = &nbsp; &nbsp;&deg; for unimproved foundation ground where wall is to bear.</u>
 +
:<u>&oslash;<sub>f</sub> = &nbsp; &nbsp;&deg; for improved foundation ground where wall is to bear.</u>
 +
 
 +
'''(J1.6)'''
 +
:Contractor shall include design ø<sub>r</sub> (actual ø<sub>r</sub> &ge; 34&deg; and the total unit weight, Ɣ<sub>r</sub>, for the select granular backfill (reinforced backfill and wedge area backfill) for structural systems on shop drawings. 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)'''
 +
:Design Ф<sub>r</sub> = 34&deg; for the select granular backfill (reinforced backfill) only for structural systems.
 +
 
 +
'''(J1.8)'''
 +
:All concrete for leveling pad <u>and coping</u> shall be Class B or B-1 with f'<sub>c</sub> = 4000 psi.
 +
 
 +
'''(J1.9) '''
 +
:The minimum compressive strength of concrete for <u>precast panel</u> <u>precast concrete block</u> shall be 4,000 psi in accordance with Sec 1052.
 +
 
 +
'''(J1.10) For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].'''
 +
:Panel, concrete block and coping (or capstone) reinforcement shall be epoxy coated.
 +
 
 +
'''(J1.11)'''
 +
:Soil reinforcement shall be spaced to avoid roadway drop inlet behind wall.
 +
 
 +
'''(J1.12a)'''
 +
:A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.
 +
<div id="(J1.12b)"></div>
 +
'''(J1.12b) Use for all large block walls.'''
 +
 
 +
:Minimum 18” wide geotextile strips shall be centered at vertical and horizontal joints of panel. Geotextile material shall be adhered to back face of panel using an adhesive compound supplied by the manufacturer. All edges of each fabric strip shall provide a positive seal. A minimum 18” overlap shall be provided between spliced filter fabric.
 +
 
 +
'''(J1.13) Use for all large block walls.'''
 +
:Coping shall be required on this structure. When CIP coping sections extend beyond the limits of a single panel, bond breaker (roofing felt or other approved alternate) between wall panel and coping is required. Coping joints shall use ¾-inch chamfers and shall be sealed with ¾-inch joint filler. Coping reinforcement shall terminate 1 ½-inch minimum from face of coping joint.
 +
 
 +
'''(J1.13a) '''
 +
:Wall contractor shall show the following items on the design drawings and/or on the fabricator shop drawings.
 +
::1. Leveling pad horizontal.
 +
::2. Leveling pad length and step elevations shall be based on wall manufacture’s recommendation. Top of leveling pad elevations shall not be higher than theoretical top of leveling pad elevations shown on these plans.
 +
 
 +
 
 +
'''Use for small block walls unless small block walls are to be built vertical.'''
 +
 
 +
'''(J1.14)'''
 +
:<u>The top and bottom elevations are given for a vertical wall. The height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.</u>
 +
 
 +
:<u>The baseline of the wall shown is for a vertical wall. This baseline shall correspond to Elevation</u>&nbsp; <u>&nbsp; &nbsp; &nbsp; &nbsp; </u>.
 +
 
 +
 
 +
'''(J1.15)'''
 +
:The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)
 +
 
 +
 
 +
'''PREQUALIFIED MSE WALL SYSTEMS'''
 +
 
 +
'''(J1.16) <font color="purple">[MS Cell]</font color="purple">'''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|MSE Wall Systems Data Table
 +
|-
 +
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Proprietary Wall<br/>Systems
 +
!colspan="4" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Combination Wall Systems
 +
|-
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|System
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing Unit<br/>Manufacturer
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Facing<br/>Unit
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Geogrid<br/>Manufacturer
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
 +
|-
 +
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
 +
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
 +
|-
 +
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
 +
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
 +
|-
 +
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
 +
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
 +
|-
 +
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"| &nbsp;
 +
!style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"| &nbsp;
 +
|-
 +
|colspan="6" align="left"|MSE Wall Systems Data Table is to be completed by MoDOT construction personnel<br/> to record the manufacturer of the proprietary wall system or the manufacturers of the<br/>combination wall system that was used for constructing the MSE wall.
 +
|}
 +
 
 +
'''(J1.17) Use for all large block walls. Use for small block walls if small block walls are to be built vertical.'''
 +
:<u>The MSE wall system shall be built vertical.</u>
 +
 
 +
'''(J1.18) Use where only a small or large block wall shall be used. Do not use note where either a small or large block may be used.'''
 +
:The MSE wall system shall be a <u>small</u> <u>large</u> block wall system.
 +
 
 +
'''(J1.19)'''
 +
:Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.
 +
 
 +
'''(J1.19a)'''
 +
:Minimum __ diameter perforated PVC or PE pipe.
 +
 
 +
'''(J1.20)'''
 +
:Manufacturer shall show drain details on design plans to be submitted as shown on MoDOT MSE wall plans and/or roadway plans.
 +
<div id="(J1.20a)"></div>
 +
'''(J1.20a) '''
 +
:Select granular backfill shall extend a minimum of 12" beyond the end of all soil reinforcement. Where the angle, Ɵ, between the retained backfill excavation/fill line and the horizontal is less than 90°, the wedge area backfill between Ɵ and 90° shall be filled with select granular backfill for structural systems meeting the requirements of Section 1010.
 +
 
 +
::- For (45°+ Ф<sub>b</sub>/3) < Ɵ ≤ 90°, properties for retained backfill shall be used for active force computations.
 +
 
 +
::- 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 shop drawings.  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 the shop drawings if used. 
 +
 
 +
:The slope excavation line shall be benched and separation geotextile shall be placed between the retained backfill and either select granular backfill or better aggregate material, and between the select granular backfill and better aggregate material.
 +
 
 +
:Show range of acceptable theta (Ɵ) angle on shop drawings which must be consistent with design computations and proposed construction of wall. Show active force computation properties on shop drawings and in design computations. Coordination between wall designer (manufacturer) and contractor is required before shop drawing submittal.
 +
 
 +
<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. Effects of cohesion shall be ignored unless approved by the engineer.
 +
 
 +
<div id="(J1.21a)"></div>
 +
'''<u>Use for all large block walls.</u>'''
 +
:<u>'''(J1.21a)</u>'''
 +
:<u>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>
 +
:'''(J1.21b)'''
 +
:Aluminized soil reinforcement shall have edges coated with coating material per manufacturer.
 +
 
 +
:'''(J1.21c)'''
 +
:Use default values for the pullout friction factor, F<sup>*</sup>, in accordance with AASHTO figure 5.8.5.2A and default value for scale effect correction factor, α, in accordance with AASHTO table 5.8.5.2A. For approved steel strips not shown in AASHTO figure 5.8.5.2A, use F<sup>*</sup> ≤ 2.0 at zero depth and F* ≤ Tan Ф<sub>r</sub> at 20 feet depth and Ф<sub>r</sub> design = 34°. F<sup>*</sup> and α values shall be shown on the shop drawings.
 +
 
 +
'''(J1.22)'''
 +
:The MSE wall system shall be built in accordance with Sec 720.
 +
 
 +
'''(J1.23)  Use for MSE Walls when there may be contact between dissimilar metals.'''
 +
:All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches. 
 +
 
 +
'''(J1.24)  Use for MSE Walls when there may be obstructions in reinforced soil mass.'''
 +
:The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle. Soil reinforcement shall clear the obstruction by at least 3 inches.
 +
 
 +
:No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.
 +
 
 +
:Where interference between the vertical obstruction and the soil reinforcement is unavoidable, the design of the wall near the obstruction may be modified using one of the alternatives in FHWA-NHI-10-24, Section 5.4.2.  Show detail layout on the drawings.  For wall designs with horizontal obstructions in reinforced soil mass, see FHWA-NHI-10-024, Section 5.4.3.
 +
 
 +
<div id="(J1.25)"></div>
 +
'''(J1.25) '''
 +
:Use either or both allowable bearing pressure notes for foundation ground with appropriate allowable bearing pressure value(s) as determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report and use the following maximum applied bearing pressure note.
 +
 
 +
:<u>For unimproved foundation ground, the allowable bearing pressure is _____ ksf.</u>
 +
:<u>For improved foundation ground, the allowable bearing pressure is _____ ksf.</u>
 +
 
 +
:The maximum applied bearing pressure for the controlling design case at the foundation level shall be shown on the shop drawings  and shall be less than  the  allowable bearing pressure for foundation ground provided herein. For seismic design the maximum applied bearing pressure shall be less than two times the allowable bearing pressure.
 +
 
 +
'''(J1.25a) Use the underlined portion when limits of improved foundation ground is required by Geotechnical Section.'''
 +
 
 +
:Allowable bearing pressure <u>and limits of improved foundation ground</u> shall not be adjusted from that as shown on the plans.
 +
<div id="For Small Block Walls"></div>
 +
 
 +
'''For Small Block Walls'''
 +
 
 +
'''(J1.26)''' Permanent shims for small block MSE wall:
 +
 
 +
:Shims will be sparingly allowed to maintain horizontal and vertical control. The preferable shim shall be made of a plastic material that will not rust, stain, rot or leach onto the concrete and has a minimum compressive strength equal to block wall unit.  Steel or wood shims will not be allowed. Shims shall not exceed 3/16” in thickness and shall distribute load in order to not induce stress into block wall units. No shim shall be used between the concrete leveling pad and the base course of the block wall.
 +
 
 +
'''(J1.27)'''
 +
:Holes shall be 5/8” round and extend 4” into the third layer of blocks, recessed 2” deep by 1 1/2" round.
 +
 +
'''(J1.28) '''
 +
:Rods or reinforcing bars shall be secured by an approved resin anchor system in accordance with Sec 1039.
 +
 
 +
'''(J1.29) '''
 +
:Recess hole shall be backfilled with non-shrink cement grout.
 +
 
 +
'''Use for all MSE wall plans.'''
 +
 
 +
''' (J1.30)  '''
 +
:Excavation quantities and pay items are given on the roadway plans. Excavation quantities are based on a soil reinforcement length of __ ft. The soil reinforcement length may very based upon the wall design selected by the contractor. Plan excavation quantities will be paid regardless of any actual quantities removed based on the soil reinforcement length and design selected.
 +
 
 +
<div id="(J1.31)"></div>
 +
'''(J1.31) Use when interior angle between two walls is less than or equal to 70°.'''
 +
 
 +
:When interior angle between two walls is less than or equal to 70°, the affected portion of the MSE wall shall be designed as an internally tied bin structure with at-rest earth pressure coefficients. For additional design steps see (FHWA NHI-10-024).
 +
 
 +
'''(J1.32) '''
 +
:Contractor shall modify the drain details as shown if it will improve flow as may be the case for a stepped leveling pad, and for an uneven ground line (approval of the engineer required).
 +
 
 +
'''(J1.33) Use for MSE walls in Seismic Category B, C, and D.''' 
 +
:Upper two layers of soil reinforcement shall be extended 3 feet beyond the lower layers when wall height is greater than or equal to 10 feet.
 +
 
 +
'''(J1.34) For staged bridge construction with MSE walls at the abutments show following note on the plan details when temporary MSE wall is required.'''
 +
:Contractor shall be responsible for the internal stability, external stability, compound stability, and overall global stability of the temporary MSE wall structure. The soil parameters assumed for the temporary MSE wall design shall be those shown on the plan details for the MSE Wall and shown in the foundation report. The contractor shall submit the proposed method of temporary MSE wall construction to the engineer prior to beginning work.
 +
 
 +
:See special provisions.
 +
 
 +
== K. Approach Slab Notes (Notes for Bridge Standard Drawings)==
 +
 
 +
 
 +
=== K1. General ===
 +
 
 +
'''(K1.1) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).'''
 +
:All concrete for the bridge approach slab <u>and sleeper slab</u> shall be in accordance with Sec 503 (f'<sub>c</sub> = 4,000 psi).
 +
 
 +
'''(K1.2)'''
 +
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.
 +
 
 +
'''(K1.3) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).'''
 +
:The reinforcing steel in the bridge approach slab <u>and the sleeper slab</u> shall be epoxy coated Grade 60 with F<sub>y</sub> = 60,000 psi.
 +
 
 +
'''(K1.4)'''
 +
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 +
<div id="(K1.5.1)"></div>
 +
 
 +
'''(K1.5.1) Use for Bridge Approach Slab (Major Road).'''
 +
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by providing a minimum lap splice of 29 inches for #5 bars and 44 inches for #6 bars, or by mechanical bar splice.
 +
 
 +
'''(K1.5.2) Use for Bridge Approach Slab (Minor Road).'''
 +
:The reinforcing steel in the bridge approach slab shall be continuous. The transverse reinforcing steel may be made continuous by providing a minimum lap splice of 23 inches for #4 bars, or by mechanical bar splice.
 +
 
 +
'''(K1.6) Use underline portion when mechanical bar splices are required due to staged construction. '''
 +
:Mechanical bar splices shall be in accordance with Sec 710. <u>(Estimated ____ splices per slab) </u>
 +
 
 +
'''(K1.7)'''
 +
:<math>\, *</math> Seal joint between vertical face of approach slab and wing with sealant in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.
 +
 
 +
'''(K1.11)'''
 +
:The contractor shall pour and satisfactorily finish the <u>bridge</u> <u>semi-deep</u> slab before placing the bridge approach slab.
 +
 
 +
'''(K1.12)'''
 +
:Longitudinal construction joints in approach slab <u>and sleeper slab</u> shall be aligned with longitudinal construction joints in <u>bridge</u> <u>semi-deep</u> slab.
 +
 
 +
'''(K1.13) Use for Bridge Approach Slab (Major Road)'''
 +
:Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Major Road) per square yard.
 +
 
 +
'''(K1.14a) Use for Bridge Approach Slab (Minor) – Concrete Slab Only'''
 +
:Payment for furnishing all materials, labor and excavation necessary to construct the concrete bridge approach slab, including the timber header, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor) per square yard.
 +
 
 +
'''(K1.14b) Use for Bridge Approach Slab (Minor) – Asphalt Slab Only'''
 +
:Payment for furnishing all materials, labor and excavation necessary to construct the asphalt bridge approach slab, including tack, curb and Type 5 aggregate base within the pay limits shown, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor) per square yard.
 +
 
 +
'''(K1.15) Use for Bridge Approach Slab (Major Road) and Bridge Approach Slab (Minor Road) – Concrete Slab Only'''
 +
:For concrete approach pavement details, see roadway plans.
 +
 
 +
'''(K1.16) Use for Bridge Approach Slab (Major Road)'''
 +
:See Missouri Standard Plan 609.00 for details of Type A curb.
 +
 
 +
'''(K1.17) Use for Bridge Approach Slab (Minor Road) – Asphalt Slab Only'''
 +
:See Missouri Standard Plan 609.00 for details of Type S curb.
 +
 
 +
'''(K1.18)'''
 +
:With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.
 +
 
 +
'''(K1.19) <font color="purple">[MS Cell]</font color="purple"> Use boxed note for Bridge Approach Slab (Minor Road)'''
 +
 
 +
{|style="padding: 0.3em; margin-left:1px; border:1px solid #000000; background:#ffffff" text-align:center; font-size: 95%; width="380px" align="center"
 +
|-
 +
|colspan="2"|MoDOT Construction personnel will indicate the bridge approach slab used for this structure:
 +
|-
 +
|width="45"| ||<BIG>□</BIG> Concrete Bridge Approach Slab
 +
|-
 +
|width="45"| ||<BIG>□</BIG> Asphalt Bridge Approach Slab
 +
|}
 +
 
 +
'''(K1.20)'''
 +
:Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.
  
'''(K1.21)'''
 
:Drain pipe may be either 6" diameter corrugated metallic-coated pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.
 
  
  
[[Category:751 LRFD Manual General]]
+
[[Category:751 LRFD Bridge Design Guidelines]]

Latest revision as of 12:15, 27 March 2024

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 additional applicable notes for 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 between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer. Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.


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

(A2.4)

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


Box Culverts with Bottom Slab that Encounter Rock

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

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


Curved Box Culverts (Box on curve)

(A2.6)

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


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

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


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

(A2.8)

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


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

(A2.9)

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

(A2.10)

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


(A2.11)

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


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

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

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

(A2.15)

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

(A2.16)

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

A3. All Structures

Neoprene Pads:

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

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


Fabricated Steel Connections:

(A3.3) Use for all steel structures. Bolted connections use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.

Field connections shall be made with 3/4-inch diameter ASTM F3125 Grade A325 Type 1 Type 3 bolts and 13/16-inch diameter holes, except as noted.
Guidance: Typically weathering steel is coated at expansion joints which require bolts to be coated. Type 3 bolted connections are coated with an epoxy mastic before the field coat is applied.

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 per Sec 1081. “System I” may be used for water crossings or 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 inorganic zinc 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 System I is specified for water crossings or when note (A4a1.3) is used, omit the underlined part.

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

(A4a1.6) Use for structures with Access Doors

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

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

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

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

(A4a1.8.1a) Place the following note under the notes for “Structural Steel Protective Coatings”.
Alternate A Structural Steel Protective Coating:
Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.
(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:”
Alternate bids for structural steel coating shall be completed.
(A4a1.8.1c) Place following information at bottom part of “Estimated Quantities” table. (At least four (4) blank rows should be left at bottom of table to allow for additional entries in the field.)
Estimated Quantities
Item Substr. Superstr. Total
Last Pay Item
Blank
ADD ALTERNATE A:
Galvanizing Structural Steel     lump sum 1
Blank
Blank
Blank
Blank

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

(A4a1.8.2a)
Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.

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

(A4a1.9) Use the 2nd underlined option for grade separations where System I finish field coat is only required on the fascia surfaces per Sec 1081. “System I” may be used for water crossings or 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) Use primer specified on the Design Memorandum.

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) with organic inorganic zinc primer. 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 Organic 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) Include underlined portion when overcoating an existing vinyl coating (System C).

Protective Coating: System G in accordance with Sec 1081 except thinners are not permitted.

(A4a1.22)

Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Overcoating of Structural Steel. 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 (System G).

(A4a1.23)

Field Coat(s): The color of the field overcoat shall be Gray (Federal Standard #26373) Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095) and shall be applied in accordance with Sec 1081.10.3.4. 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).

(A4a1.24) 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 G I in accordance with Sec 1080.
Prime Coat: The cost of the inorganic zinc prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.

(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 G I in accordance with Sec 1080.

(A4a2.11) Use primer specified on Design Memorandum

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) with inorganic organic zinc primer. 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 Organic Zinc Primer.

(A4a2.13) 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 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 I).
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      
751.50 circled 1.gif Structural Steel Piles (     in.) linear foot      
  Class B Concrete cu. yard      
Type D Barrier linear foot      
  Reinforcing Steel (Bridges) pound      
751.50 circled 2.gif          
         


751.50 circled 1.gif 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 bolts, complete in place, will be considered completely covered by the contract unit price for Galvanized Structural Steel Piles (12 in. 14 in.).
751.50 circled 2.gif In special cases, entries are made to the quantities table by Construction personnel after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently. The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.


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

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

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

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

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

(B3.7)

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

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

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

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

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

B3b. Box Culverts

Estimated Quantities Table for Box Culverts

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

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

(B3.11) [MS Cell]

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

Note to Detailer:

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

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

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

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

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

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

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

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

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

(B3.22)

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

(B3.23)

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

(B3.24) Use note for optional forming.

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

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

Bridge deck surface may be finished with a vibratory screed.

Stay-In-Place Corrugated Steel Forms:

(B3.30)

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

(B3.31)

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

(B3.32)

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

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

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

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

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

Precast Prestressed Panels:

(B3.40) Use for skewed structures.

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

(B3.41) Use for concrete structures.

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

(B3.42)

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

B3d. Asphalt Wearing Surfaces

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

  Optional Asphaltic
Concrete Wearing Surface
 
Type of Wearing Surface
with Asphalt Binder Type
Mix Used
(√)
SP125BSM Mix with PG 76-22  
SP125BLP Mix with PG 76-22  
SP125BSM Mix with PG 70-22  
SP125CLP Mix with PG 70-22  
  MoDOT construction personnel shall complete column labeled "Mix Used (√)".
Guidance for Detailing: The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Bridge Memorandum for the type of Superpave mixture required.
  See the Bridge Memorandum for the asphalt binder required.


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

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

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

(B3.54)

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

(B3.56)

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

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

  Optional Ultrathin Bonded Asphalt Wearing Surface  
Type of Wearing Surface Mix Used
(√)
Type A  
Type B  
Type C  
MoDOT construction personnel shall complete column labeled "Mix Used (√)".
The contractor shall select one of the optional ultrathin bonded asphalt wearing surfaces listed in the table.

C. Reinforcing Steel Notes

C1. Bill of Reinforcing Steel

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

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

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

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

See Sheet No.       for bill of reinforcing steel for         .


BENDING BY CRSI STANDARDS

(C1.3)

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

(C1.4)

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

(C1.5)

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

(C1.6)

Payweights are based on actual lengths.

(C1.7)

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

(C1.8)

E = Epoxy coated reinforcement.

(C1.9)

S = Stirrup.

(C1.10)

X = Bar is included in substructure quantities.

(C1.11)

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

(C1.12)

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

(C1.13)

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

(C1.14)

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

(C1.15)

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


EPOXY COATED REINFORCING STEEL

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

C2. Prestressed Girders, Beams & Panels

C2a. Notes for Girders, Beams and Panels

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

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

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

(C2a.2)

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

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

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

C2b. Additional Notes for Prestressed Girders and Beams

Place the C2b notes below the C2a notes.

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

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

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

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

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

All bar reinforcement shall be Grade 60.

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

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

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

All B1 and C1 bars shall be epoxy coated.

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

WWR shall not be epoxy coated.

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

All S and U reinforcing bars shall be epoxy coated.

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

All S2 bars shall be epoxy coated.

C2c. Additional Notes for Prestressed Panels

Place the C2c notes below the C2a notes.

(C2c.1)

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

(C2c.2)

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

(C2c.3)

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

(C2c.4)

The following reinforcing steel shall be tied securely to the strands with the following maximum spacing in each direction:
#3-P2 bars at 16 inches. 
WWR at 24 inches.

(C2c.5)

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

(C2c.6)

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

D. Temporary Bridge (Notes for Bridge Standard Drawings)

D1. General

Place the following notes on the front sheet.

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

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

(D1.2) Use for bolts and studs:

(D1.2a) All bolts shall be ASTM F3125 Grade A325 Type 3, except as noted.
(D1.2b) All ASTM A307 bolts and their accompanying hex nuts and washers and all ASTM A449 Type 1 studs and their accompanying heavy hex nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

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

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

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

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

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

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

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

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

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

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

(D1.22)

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

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

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

E. General Elevation and Plan Notes

E1. Excavation and Fill

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

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

Use one of the following two notes where MSE walls support abutment fill.

(E1.2a) [MS Cell] Use when pipe pile spacers are shown on plan details and bridge is 200 feet long or shorter. Add “See special provisions” to the pipe pile spacer callout and add table near the callout.

See special provisions.

Pile Encasement Option Used
(√)
Pipe Pile Spacer
Pile Jacket

MoDOT Construction personnel will indicate the pile encasement used.

(E1.2b) Use note when pipe pile spacers are shown on plan details and bridge is longer than 200 feet.

The pipe pile spacers shall have an inside diameter equal to 24 inches.

(E1.4) Use for fill at pile cap end bents. Use the first underlined portion when MSE walls are present. Use approach for semi-deep abutments.

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

E2. Foundation Data Table

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

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

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

DT = Dynamic Testing
DF = FHWA-modified Gates Dynamic Pile Formula
WEAP = Wave Equation Analysis of Piles
SLT = Static Load Test

On the plans, report the following definition(s) just below the foundation data table for CIP Pile:
CECIP = Closed Ended Cast-In-Place concrete pile
OECIP = Open Ended Cast-In-Place concrete pile

On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used:
Rock Socket (Drilled Shafts):
Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors
Spread Footings:
Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor
Load Bearing Pile:
Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor


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

Shallow Footings

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

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

Driven Piles

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

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

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

Prebore to natural ground line.

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

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

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

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

(E2.24)

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

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

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

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

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

(E2.27) Use for galvanized piles.

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


E3. Miscellaneous

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

All bents are parallel.

Boring Data

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

751.50 E3.2 boring.jpg Indicates location of borings.
Notice and Disclaimer Regarding Boring Log Data
The locations of all subsurface borings for this structure are shown on the plan sheet(s) for this structure. The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, are shown on Sheet(s) No.___ and may be included in the Electronic Bridge Deliverables. They will also be available from the Project Contact upon written request. No greater significance or weight should be given to the boring data depicted on the plan sheets than is given to the subsurface data available from the district or elsewhere.
 
The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.

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

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

Final clearance - Bridges over Railroads

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

Final vertical clearance from top of rails to bottom of superstructure shall be   (1)   minimum. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.
(1) Required clearance specified on the Bridge Memorandum.

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

(E3.6)

Seal course is designed for a water elevation of           .

(E3.7)

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

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

Guidance Notes for Detailing: Indicate only the top longitudinal slab bars affected for tying the R4 barrier bar. It may be that only one bar needs to be indicated for shifting.

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

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

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

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

F. Blank

G. Substructure Notes

G1. Concrete Bents

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

(G1.1)

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

(G1.1.1)

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


Abutments with Flared Wings

(G1.2)

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


Stub Bents (G1.3 and G1.4)

(G1.3)

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


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

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


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

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

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

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

For reinforcement of the barrier, see Sheet No.     (1).
(1) Use sheet number of the details of the barrier at end bents.


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

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

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

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

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

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

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

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

(G1.9)

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

(G1.9.1) Use appropriate girder sheet number.

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

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

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


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

(G1.11)

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


(G1.12)

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


(G1.13)

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

All Substructure Sheets with Anchor Bolts

(G1.15A)

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

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

Holes for anchor bolts may be drilled into the substructure.


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

(G1.16)

Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for (a).
Condition (a)
Structures without steel beam or girder pay item Fabricated Structural Carbon Steel (Misc.)
Structures with steel beam or girder pay item Use beam or girder pay item
When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box

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

Steel for chairs shall be ASTM A709 Grade 36.

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

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

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

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

Pile Cap Bents.

(G1.20) Place with plan showing reinforcement.

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

Vertical Drains at End Bents.

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

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

Bridge Approach Slab.

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

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


Miscellaneous (G1.41 thru G1.43)

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

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

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

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

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

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

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

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

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

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

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

Minimum lap ____ (Stagger adjacent bar splices)

G2. Deadman Anchors

() Size of rod.

(G2.1)

Construction sequence:

(G2.2)

Construct end bent with anchor tees in place.

(G2.3)

Construct deadman with anchor tees in place.

(G2.4)

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

(G2.5)

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

(G2.6)

Tighten turnbuckle until snug.

(G2.7)

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

(G2.8)

Machine compact remaining fill.

(G2.9)

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

(G2.10)

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

(G2.11)

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

(G2.12)

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

(G2.13)

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

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

(G3.0)

All drain pipe shall be sloped 1 to 2 percent.

(G3.1)

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

(G3.2)

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

(G3.3)

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

G4. Substructure Quantity Table

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

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

(G4.2)

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

Drilled Shafts

(G4.3)

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


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

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

(G5a1)

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

(G5a2)

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

(G5a3)

Steel for closure plate shall be ASTM A709 Grade 50.

(G5a4)

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

(G5a5)

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

(G5a6)

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

(G5a7)

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

(G5a8)

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

(G5a9a) Use the following note for seismic category A

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

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

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

(G5a10)

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

(G5a11)

Closure plate need not be galvanized.

(G5a12)

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

(G5a13)

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

(G5a14)

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


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

(G5b1)

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

(G5b2)

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

(G5b3)

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

(G5b4)

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

(G5b5)

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

(G5b6)

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

(G5b7a) Use the following note for seismic category A

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

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

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

(G5b8)

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

(G5b9)

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

(G5b10)

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

(G5b11)

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


G6. As-Built Pile and Drilled Shaft Data

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

Indicate in remarks column:
A. Pile type and grade
B. Batter
C. Driven to practical refusal
D. PDA test pile
E. Minimum tip elevation controlled
(Use when actual blow count is less than PDA blow count due to minimum tip elevation requirement. A plus sign (+) shall be placed after the PDA nominal axial compressive resistance value indicating actual value is higher than PDA value.)

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

Indicate remarks in the remarks column.

(G6.3)

This sheet to be completed by MoDOT construction personnel.

G7. Steel HP Pile

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

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

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

Angles shall be coated with a minimum of two coats of non-aluminum epoxy mastic primer to provide a dry film thickness of 4 mils minimum, 8 mils maximum, or galvanized in accordance with Sec 1081. Bolts, washers and nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

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

HP piles are anticipated to be driven to refusal on rock. Review all borings for depth of rock and restrict driving as appropriate to comply with hard rock driving criteria in accordance with Sec 702. When pile refusal on rock occurs, as approved by the engineer, the minimum nominal axial compressive resistance is verified and no additional pile driving verification method is required.

G8. Drilled Shaft

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

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

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

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

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

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

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

Drilling slurry, if used, shall require desanding.

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

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

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

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

(G8.7)

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

H. Superstructure Notes

H1. Steel

Plate Girders - (Shop welding)

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

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


Welded Shop Splices

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

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

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

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

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

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


Plate Girders with Camber

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

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


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

(H1.5)

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

(H1.6)

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

(H1.6.1)

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


(H1.7)

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

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


Bolted Field Splices for Plate Girders and Wide Flange Beams use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.

Place the following notes near detail of bolted field splice:

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

Contact surfaces shall be in accordance with Sec 1081 for surface preparation. The surface condition factor shall be for Class C D with coefficient of 0.30. 0.45.
Guidance: MoDOT typically uses Class B.
Class A Surface: Unpainted clean mill scale, and blast-cleaned surfaces with Class A coatings. Surface condition factor = 0.30 (Not used by MoDOT)
Class B Surface: Unpainted blast-cleaned surfaces to SSPC-SP 6 or better, and blast-cleaned surfaces with Class B coatings (inorganic zinc primer), or unsealed pure zinc or 85/15 zinc/aluminum thermal-sprayed coatings with a thickness less than or equal to 16 mils. Surface condition factor = 0.50
Class C Surface: Hot-dip galvanized surfaces. Surface condition factor = 0.30
Class D Surface: Blast-cleaned surfaces with Class D coatings (organic zinc-rich primer). Surface condition factor = 0.45

(H1.8.1)

Bolts shall be 7/8-inch diameter ASTM F3125 Grade A325 Type 1 Type 3 in 15/16-inch diameter holes.


Structures without Longitudinal Section

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

Haunch slab to bear.


Top of End Bent Backwall (Without expansion device)

(H1.10)

Two layers of 30-lb roofing felt.


Section thru Spans

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

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


Web Stiffeners

(H1.12)

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

(H1.13)

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

(H1.14)

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

(H1.15)

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


Wide Flange Beams - (Shop Welding)

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

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


Shear Connectors

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

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

(H1.18)

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


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

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

(H1.19)

∗ Notch toughness is required for all wide flange beams.


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

(H1.20)

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


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

(Place the following note on the sheet with the Elevation of Girder.)
(See Plate Girder Example for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)

(H1.21)

∗ ∗ ∗ Indicates flange plates subject to notch toughness requirements.
All web plates shall be subject to notch toughness requirements.

(H1.21.1)

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


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

(H1.22)

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

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

(H1.23a)

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

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

FCM indicates Fracture Critical Member, see Sec 1080.

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

Plan of Structural Steel and Elevation of Beams or Girders

(H1.24)

Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.


Oversized Holes for Intermediate Diaphragms

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

(H1.26)

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


Slab drain attachment holes

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

(H1.27)

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


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

Plan of Structural Steel

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

(H1.28)

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


Elevation of Constant Depth or Variable Depth Beams or Girders

(H1.29)

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


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

Plan of Structural Steel

(H1.31)

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


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

Elevation of Beams or Girders

(H1.32)

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


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

Plan of Structural Steel

(H1.36)

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


Elevation of Constant Depth or Variable Depth Beams or Girders

(H1.37)

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


Structures on Vertical Curve

(H1.39)

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


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

(H1.40) Use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.

Bolts shall be 3/4-inch diameter ASTM F3125 Grade A325 Type 1 Type 3 that connect the 6 x 6 x 3/8 angle to the top flange and placed so the nut is on the inside of flange toward the web.
Guidance: Typically weathering steel is coated at expansion joints which require bolts to be coated. Type 3 bolted connections are coated with an epoxy mastic before the field coat is applied.


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

(H1.40.1)

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


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

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

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

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

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

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

Haunching (Use for wide flange deck replacements.)

(H1.51)

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

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

(H1.53a) Drip angles shall be caulked with dark brown caulking against flange, web and fillet welds.
(H1.53b) Drip angles shall be same grade as bottom flange.
(H1.53c) Use 1/2-inch diameter ASTM F3125 Grade A325 Type 3 for bolted connection.

H2. Concrete

H2a. Continuous Slab

(H2a.1) Use for voided slabs

Tubes for producing voids shall have an outside diameter of 751.50 circled 1.gif and shall be anchored at not more than 751.50 circled 2.gif centers. Fiber tubes shall have a wall thickness of not less than 751.50 circled 3.gif.


(*) See the following table for 751.50 circled 1.gif, 751.50 circled 2.gif, & 751.50 circled 3.gif.

(Do not show this table on plans)
Voids 751.50 circled 1.gif 751.50 circled 2.gif 751.50 circled 3.gif
7" 7.0" 4'-0" 0.200"
8" 8.0" 4'-0" 0.200"
9" 9.0" 4'-0" 0.200"
10" 10.0" 4'-0" 0.225"
11" 11.0" 4'-0" 0.225"
12" 12.0" 4'-0" 0.225"
14" 14.0" 4'-0" 0.250"
15 3/4" 15.7" 3'-0" 0.300"
16 3/4" 16.7" 3'-0" 0.300"
18 3/4" 18.7" 2'-6" 0.300"
20 7/8" 20.85" 2'-0" 0.350"
21 7/8" 21.85" 21" 0.350"
22 7/8" 22.85" 18" 0.375"
24 7/8" 24.85" 18" 0.375"

H2b. Prestressed Panels (Notes for Bridge Standard Drawings)

H2b1. Notes for both Concrete and Steel Spans

(H2b1.1)

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

(H2b1.2)

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

(H2b1.3)

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

(H2b1.4)

Initial prestressing force = 17.2 kips/strand.

(H2b1.5)

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

(H2b1.6)

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

(H2b1.7)

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

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

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

(H2b1.9)

All reinforcement other than prestressing strands shall be epoxy coated.

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

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

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

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

(H2b1.12)

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

(H2b1.13)

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

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

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

(H2b1.15)

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

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

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

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

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

(H2b1.18)

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

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

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

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

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

(H2b1.21)

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

(H2b1.22)

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

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

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

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

Contractor shall ensure proper consolidation under and between panels.

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

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

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

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

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

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

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

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

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

P1 bars not required for integral bents.

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

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


H2b2. Additional Notes for Panels on Concrete Spans

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

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

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

The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/2 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.

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

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

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

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

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

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


H2b3. Additional Notes for Panels on Steel Spans

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

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

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

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

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

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

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

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

H2c. Prestressed Girders and Beams

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

(H2c1.1)

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

(H2c1.3)

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

(H2c1.4)

Pretensioned members shall be in accordance with Sec 1029.

(H2c1.5)

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

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

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

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

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

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

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

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

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

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

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

(H2c1.38)

For location of coil ties at concrete diaphragms and integral bents, see Sheets No. __and __.

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

All strands are fully bonded unless otherwise noted.

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

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


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

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

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

(H2c2.3)

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

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

(H2c3.1)

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

(H2c3.2)

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

(H2c3.3)

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

(H2c3.4)

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

(H2c3.5)

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

(H2c3.6)

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

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

(H2c3.10)

See slab sheet for spacing of rail posts.

(H2c3.11)

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

H2c4. Blank


H2c5. Blank


H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram

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

Conversion factors for girder beam camber (Estimated at 90 days):
Use with spans 75' and greater in length.
0.1 pt. = 0.314 x 0.5 pt.
0.2 pt. = 0.593 x 0.5 pt.
0.3 pt. = 0.813 x 0.5 pt.
0.4 pt. = 0.952 x 0.5 pt.
Use with spans less than 75' in length.
0.25 pt. = 0.7125 x 0.5 pt.

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

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

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

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

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

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

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

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

See girder beam sheet for girder beam camber diagram.


H2c7. Steel Intermediate Diaphragms

(H2c7.1) For the location of (*), see EPG 751.22.3.11 Steel Intermediate Diaphragms.

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

(H2c7.2) For the location of (**), see EPG 751.22.3.11 Steel Intermediate Diaphragms.

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

(H2c7.3)

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

(H2c7.4)

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

(H2c7.5)

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

(H2c7.6)

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


H2c8. Concrete Diaphragms at Intermediate Bents

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

Diaphragms at intermediate bents shall be built vertical.

H3. Bearings

H3a. Type C & D

The following notes apply to Type C Bearings.

(H3.1)

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

(H3.2)

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

(H3.3)

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

(H3.4) [MS Cell]

751.50 finish mark.gif Indicates machine finish surface.

(H3.5)

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


The following notes apply to Type D Bearings.

(H3.6)

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

(H3.7)

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

(H3.8)

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

(H3.9) [MS Cell]

751.50 finish mark.gif Indicates machine finish surface.

(H3.10)

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


The following note applies to Type D Bearings Modified.

(H3.11)

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

H3b. Type E

The following notes apply to Type E Bearings.

(H3.15)

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

(H3.16)

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

(H3.17)

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

(H3.18) [MS Cell]

751.50 finish mark.gif Indicates machine finish surface.

(H3.20)

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

(H3.21)

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


The following note applies to Type E Bearings Modified.

(H3.22)

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

H3c. Type N PTFE

(H3.24)

Design coefficient of friction equals 0.06.

(H3.25)

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

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

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

(H3.27)

Neoprene Elastomeric Pads shall be 60 70 Durometer.

(H3.28)

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


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

(H3.29) Use grade per Design Comps.

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

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

(H3.29.1)

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

Use the following note when steel superstructure is galvanized.

(H3.29.2)

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

(H3.30)

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

(H3.31)

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

(H3.32)

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

(H3.33)

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

H3d. Laminated Neoprene Pad Assembly

(H3.45)

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

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

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

(H3.47)

Neoprene Elastomeric Pads shall be 60 70 Durometer.

(H3.48)

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

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

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

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

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

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

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

(H3.50)

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

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

The following notes apply to Flat Plate Bearings.

(H3.65)

Flat plate bearings shall be straightened to plane surfaces.

(H3.66)

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

(H3.67)

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

(H3.68)

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

(H3.69)

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


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

(H3.70)

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

(H3.71)

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


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

(H3.75)

All fillets shall have a 3/4" radius.

(H3.76)

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

(H3.77)

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

(H3.78)

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

H3f. Pot Bearing Pad Assembly

(H3.79)

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

(H3.80)

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

(H3.81)

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

(H3.82)

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

(H3.83)

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

(H3.84)

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

(H3.85)

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

(H3.86)

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

(H3.87)

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

(H3.88)

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

(H3.89)

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

(H3.90)

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

(H3.91)

Washers shall conform to ASTM F463.

(H3.92)

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

(H3.93)

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

(H3.94)

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

(H3.95)

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

(H3.96)

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

(H3.97)

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


(H3.98)

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

(H3.99)

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

(H3.100)

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

(H3.101)

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

H4. Conduit System

(H4.1)

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

(H4.2) Use for all conduits. Use underlined portions when encased in concrete barrier and/or wing.

All conduits shall be rigid nonmetallic schedule 40 heavy wall polyvinyl chloride (PVC) with 3 ½-inch minimum cover in barrier and 4 ½-inch minimum cover in abutment wing. Each section of conduit shall bear the Underwriters Laboratories (UL) label.

(H4.2.1) Use for all conduits when conduit clamps are required. Also see Note H4.10.

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

(H4.2.2)

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

(H4.3)

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

(H4.4)

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

(H4.5)

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

(H4.6)

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

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

Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of    inches at open joints and     inches at filled joints using a maximum temperature range of 150 120°F and a maximum temperature of 120 110°F.

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

Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of    inches at open joints and     inches at closed joints using a maximum temperature range of 110°F. Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.

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

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

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

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

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

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

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

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

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

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

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

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

(H4.10) Use for all conduits when conduit clamps are required.

All conduits shall be secured to concrete with nonmetallic clamps at about 5'-0" cts. Concrete anchors for clamps shall be in accordance with Commercial Item Description (CID) A-A-1923A and shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, ASTM B695, Class 55 or stainless steel. Minimum embedment in concrete shall be 1 3/4". The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.

(H4.11) Use for junction box.

Junction box size shown on plan may require special order. Smaller junction box may be substituted if junction box meets conduit installation, clearance and project requirements.

(H4.12)

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

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

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

H5. Expansion Joint Systems

H5a. Finger Plate

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

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

(H5.2)

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

(H5.3)

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

(H5.4)

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

(H5.5)

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

(H5.6)

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

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

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

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

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

(H5.9)

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

(H5.10)

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

H5b. Flat Plate

(H5.16)

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

(H5.17)

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

(H5.18)

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

(H5.19)

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

(H5.20)

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

(H5.21)

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

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

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

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

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

(H5.24)

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

(H5.25)

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

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

(H5.31)

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

(H5.33)

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

(H5.34)

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

(H5.35)

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

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

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


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

(H5.37)

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

(H5.38)

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

(H5.39)

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

(H5.40)

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

H5d. Strip Seal (Notes for Bridge Standard Drawings)

(H5.46)

Expansion joint system shall be fabricated in one section, except for staged construction and when the length is over 50 feet. A complete joint penetration groove welded splice shall be required. Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
The strip seal gland shall be installed in joints in one continuous piece without field splices. Factory splicing will be permitted for joints in excess of 53 feet.

(H5.48)

Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W. Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.

(H5.49)

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

(H5.50)

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

(H5.51) Place this note near "Plan of Slab" also.

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

(H5.52)

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

(H5.53)

MoDOT Construction personnel will indicate the strip seal expansion joint system installed.

(H5.54)

Steel armor may also be referred to as extrusion or rail.

(H5.55) Use this note when polymer concrete is to be used next to strip seal.

Polymer concrete shall be in accordance with Sec 623.

H5e. Preformed Silicone or EPDM Seal (Notes for Bridge Standard Drawings)

(H5.56)

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

(H5.58)

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

(H5.59)

MoDOT Construction personnel will indicate the type of seal used.

(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal.

Polymer concrete shall be in accordance with Sec 623.

(H5.61) Use this note when joint gap (opening) is wider than 3”.

Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.

H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)

(H5.62)

Open cell foam joint seal size (width and depth) shall be determined by the manufacturer.
Manufacturer recommended seal size shall meet the movement and installation gap requirements and skew effect.

(H5.63)

The open cell foam joint seal shall be installed according to the manufacturer's recommendations.

(H5.64)

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

(H5.65)

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

H6. Pouring and Finishing Concrete Slabs

I-Beam, Plate Girder Bridges - Continuous Slabs

(H6.1)

The contractor shall pour and satisfactorily finish the slab pours at the rate given. Retarder, if used, shall be an approved type and retard the set of concrete to 2.5 hours.


Prestressed Concrete Structures - Continuous Spans

(H6.4)

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours, and shall pour and satisfactorily finish the slab pours at the rate given.

(H6.5)

End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.

(H6.6) Note is not applicable for concrete diaphragms under expansion joints.

The concrete diaphragm at the intermediate bents and integral end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.


Prestressed Double-Tee Concrete Structures

(H6.9)

The diaphragms at the intermediate and end bents shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured across the diaphragm at bents.

(H6.10)

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at not less than 25 cubic yards per hour.


Solid or Voided Slab Structure - Continuous and Simple Spans

(H6.13) See EPG 751.10.1.12 Slab Pouring Sequences and Construction Joints

The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the roadway slab at a rate of not less than ___ cubic yards per hour. The contractor shall observe the transverse construction joints shown on the plans, unless the contractor is equipped to pour and satisfactorily finish the roadway slab at a rate which permits a continuous pouring through some or all joints as approved by the engineer.


Steel and Prestressed Structures - Simple Spans

(H6.15) Omit “up grade” for flat bridges or where both negative and positive grades exist.

The contractor shall pour up grade and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.


Widen, Extension, Repair, and Stage Construction

(H6.17) Underline part not required when forms stay-in-place permanently. Place note on the plans when the closure pour is specified on the design layout.

Expansive Class B-2 concrete shall be used in the closure pour. Forms shall be released before the closure pour.


All Structures with Longitudinal Construction Joints

(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint. The blank space shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.

The longitudinal construction joint may be omitted with the approval of the engineer. When the longitudinal construction joint is omitted, the minimum rate of pour for alternate pouring sequences shall be increased by a factor of ____.


Steel Superstructure Deck Replacements

(H6.20)

The contractor shall provide bracing necessary for lateral and torsional stability of the beams during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not weld on or drill holes in the beams. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Slab on Steel.

(H6.21) Omit “up grade” for flat bridges or where both negative and positive grades exist.
If the basic rate required is greater than 25 cy/hr, check with the SPM before adding this note.

The contractor shall pour slab up grade from end to end at a minimum rate of 25 cubic yards per hour.

(H6.22)

Alternate pour sequences may be submitted to the engineer for approval. Keyed construction joints shall be provided between pours.

H7. Slab Drains

When steel slab drains are used, place Notes H7.1, H7.1.3 and H7.2 under the heading of Notes for Steel Drain. Place remaining notes thru Note H7.11 under the heading of General Notes.

(H7.1) Remove underlined portion for cored slab drains.

Slab drains shall be fabricated of either 1/4" welded sheets of ASTM A709 Grade 36 steel or from 1/4" structural steel tubing ASTM A500 or A501.

(H7.1.1) Note not required for continuous concrete slab bridges.

Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.

(H7.1.2) Use underlined portion with a new wearing surface over new slab or when cored angled drains are used.

The drains Pieces A and B shall be galvanized in accordance with ASTM A123.

(H7.2) Use for new slabs. Use first choice without a wearing surface and second choice with a wearing surface.

Outside dimensions of drains are 8" x 4" Piece A is 8 3/4" x 4 3/4" and Piece B is 8" x 4".

(H7.3) Use note with new wearing surface over new slab.

Piece A shall be cast in the concrete slab. Prior to placement of wearing surface, Piece B shall be inserted into Piece A.

(H7.4) Use underlined portion with a new wearing surface over new slab.

Locate drains Piece A in slab by dimensions shown in Part Section Near Drain.

(H7.5) Use for new slabs.

Reinforcing steel shall be shifted to clear drains.

(H7.6) Use underlined portion with prestressed girders and beams. Note not required for continuous concrete slab bridges.

The coil inserts and bracket assembly shall be galvanized in accordance with ASTM A123.

(H7.7) Use underlined portion with weathering steel girders and beams. Note not required for continuous concrete slab bridges.

All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C, except as shown.

(H7.7.1)

All 1/2-inch diameter bolts shall be ASTM A307, except as noted.

(H7.8) Use note when attaching to new girders and beams. Use “coil insert required” for prestressed girders, “coil inserts required” for prestressed beams and “bolt hole” for steel structures.

The coil inserts required bolt hole for the bracket assembly attachment shall be located on the prestressed girder prestressed beam plate girder wide flange beam shop drawings.

(H7.8.1) Use note when attaching to existing steel girders and beams with new slab.

The bolt hole for the bracket assembly attachment shall be shifted to the minimum extent necessary to field drill in the existing web.

(H7.8.2) Use note when attaching to weathering steel girders and beams.

The galvanized surfaces of drain support brackets shall be prepared according to the coating manufacturer's recommendation and field coated with a gray epoxy-mastic primer (non-aluminum) within a distance of 6 inches from the point of connection to the weathering steel structure.

(H7.9) Use the underlined portion for all bridges except continuous concrete slab bridges.

Shop drawings will not be required for the slab drains and the bracket assembly.


Place Notes H7.10 and H7.11 with prestressed girder and prestressed beam slab drain details.

(H7.10)

Coil inserts shall have a concrete pull-out strength (ultimate load) of at least 2,500 pounds in 5,000 psi concrete.

(H7.11) Bolts is plural for Prestressed box and slab beams that require two bolts.

The bolts required to attach the slab drain bracket assembly to the prestressed girder web beam shall be supplied by the prestressed girder beam fabricator.


Use Notes H7.13 thru H7.21 when fiberglass reinforced polymer (FRP) slab drains are used. Place Note H7.13 as the first note under the heading of General Notes. Place remaining notes under the heading of Notes for FRP Drain.

(H7.13)

Contractor shall have the option to construct either steel or FRP slab drains. All drains shall be of same type.

(H7.14)

Drains shall be machine filament-wound thermosetting resin tubing meeting the requirements of ASTM D2996 with the following exceptions:

(H7.15) Use with new slabs.

Shape of drains shall be rectangular with outside interior nominal dimensions of 8” x 4”.

(H7.16)

Minimum reinforced wall thickness shall be 1/4 inch.

(H7.17) Underlined portion is for cored slab drains only.

The resin used shall be ultraviolet (UV) resistant and/or have UV inhibitors mixed throughout. Drains may have an exterior coating for additional UV resistance. Care shall be taken to avoid damage to exterior coating during installation.

(H7.18) The standard color shall be Gray (Federal Standard #26373). Optional colors which are the same colors allowed for steel superstructures include Brown (Federal Standard #30045) Black (Federal Standard #17038) Dark Blue (Federal Standard #25052) Bright Blue (Federal Standard #25095). Consult with FRP drain manufacturer/supplier to verify optional color availability and cost.

The color of the slab drain shall be Gray (Federal Standard 26373). The color shall be uniform throughout the resin and any coating used.

(H7.19)

The combination of materials used in the manufacture of the drains shall be tested for UV resistance in accordance with ASTM D4239 Cycle A. The representative material shall withstand at least 500 hours of testing with only minor discoloration and without any physical deterioration. The contractor shall furnish the results of the required ultraviolet testing prior to acceptance of the slab drains.

(H7.20)

At the contractor’s option, drains may be field cut. The method of cutting FRP slab drains shall be as recommended by the manufacturer to ensure a smooth, chip-free cut.

(H7.21) Use only for angled drains.

Both upper and lower drain pieces shall be rigidly connected to each other. Drain flow shall not be obstructed. Approval of the engineer is required.


Additional notes (H7.22 thru H7.28) for cored slab drains. Place with General Notes except as noted.

(H7.22)

Cost of cored slab drains, complete in place, will be considered completely covered by the contract unit price for Cored Slab Drain per each.

(H7.23)

Holes for slab drains shall be cored. Percussion drilling will not be permitted.

(H7.24) Omit underlined portion when attaching to prestressed girders or beams.

Slab drain locations may be shifted the minimum extent necessary to avoid slab reinforcement and to allow for field drilling bolt hole in web of existing beam for bracket assembly attachment.

(H7.25) Use underlined portion for angled drains.

Piece B of Cored slab drains shall be placed vertically.

(H7.26) Include if curb outlets are being plugged.

For details of plugging existing curb outlets, see Sheet No. _.

(H7.27) Place under Notes for Steel Drains.

Drains shall be inserted through slab such that damage to galvanized coating is minimized.

(H7.28) Include for angled drains.

Use 1/2-inch diameter bolt with lock washer to attach Piece B to Piece A. Tap thread into Piece A.

H8. Blank

H9. Thrie Beam and Other Rail Types (Notes for Bridge Standard Drawings)

Place in General Notes on the rail sheet unless otherwise specified.

(H9.1a) Use for all W-Beam, Thrie Beam, Two Tube and Single Tube (Low Profile) Structural Steel Guardrails without cap rail. (See Guardrail Delineation.) Reference to Standard Plan 606.00 or 606.50 will work. (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the guardrail post using galvanized anchorage as shown on Missouri Standard Plan 606.00 606.50 and in accordance with Sec 606. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Guardrail delineators will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam) Bridge Guardrail (Thrie Beam) Bridge Rail (Two Tube Structural Steel) Low Profile Metal Bridge Rail (Single Tube).

(H9.1b) Use for all W-Beam and Thrie Beam Guardrails with cap rail except for temporary bridges. (See Guardrail Delineation.) (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Guardrail delineators will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam), Bridge Guardrail (Thrie Beam).

(H9.1c) Use for temporary bridges. (See Note H10.7.1 Guidance for using Part Note for Delineation Sheeting Requirements.)

Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Cost of supplying and installing new delineators will be considered completely covered by other pay items. Delineators shall be stored with bridge guardrail after use.

Use following three notes for all W-Beam and Thrie Beam Guardrails with cap rail.

(H9.2)

Panel lengths of channel members shall be attached continuously to a minimum of four posts and a maximum of six posts (except at end bents).

(H9.3) Include reinforcement with new bridges except double-tees and temporary bridges. Include elastomeric material when a base plate is used except for temporary bridges. Use “other items” for temporary bridges.

All bolts, nuts, washers, and plates, and reinforcement and elastomeric material will be considered completely covered by the contract unit price for Bridge Guardrail (W-Beam) Bridge Guardrail (Thrie Beam) other items.

(H9.4) Use underlined part for temporary bridges.

All steel connecting bolts and fasteners for posts and railing, and all anchor bolts, nuts, washers and plates shall be galvanized after fabrication except for bottom plate. Protective coating and material requirement of steel railing shall be in accordance with Sec 1040.

(H9.5) Use post instead of blockout for temporary bridges. For 38-inch two tube rails use the larger shims.

Rail posts shall be set perpendicular to roadway profile grade, vertically in cross section and aligned in accordance with Sec 713 except that the rail posts shall be aligned by the use of 3 x 1 3/4-inch 6 1/2 x 6 1/2-inch shims such that the post deviates not more than 1/2 inch from true horizontal alignment after final adjustment. The shims shall be placed between the blockout post and the thrie beam rail. The thickness of the shims shall be determined by the contractor and verified by the engineer before ordering material for this work.

(H9.6.1) Use when a base plate is bearing on concrete except for temporary bridges.

Rail posts shall be seated on 1/16-inch elastomeric pads having the same dimensions as the post base plate. Such pads may be any elastomeric material, plain or fibered, having hardness (durometer) of 50 or above, as certified by the manufacturer. Additional pads or half pads may be used in shimming for alignment. Post heights shown will increase by the thickness of the pad.

(H9.6.2) Use note for base plates set on grout pads (38-inch Two Tube Rail).

Rail posts shall be set plumb and aligned in accordance with Sec 713.

Use H9.7 thru H9.19 for Thrie Beam Guardrail only.

(H9.7)

At the expansion slots in the thrie beam rails and channels, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

(H9.8) Use post instead of blockout for temporary bridges.

At the thrie beam connection to blockout post on wings, the bolts shall be tightened and backed off one-half turn and the threads shall be burred.

(H9.9)

Minimum length of thrie beam sections is equal to one post space.

(H9.10)

A 5/8-inch diameter button-head, oval shoulder bolt with a minimum 3/8-inch thick hex nut shall be used at all slots.

(H9.11)

Thrie beam guardrail on the bridge shall be 12-gauge steel.

(H9.12) Use top plates instead of cap rail angles for temporary bridges.

Posts, cap rail angles, top plates, base bent post plates, blockouts, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.

(H9.13) Use for placement or replacement of end treatment with thrie beam rail.

Cost for providing holes for new guardrail attachment will be considered completely covered by the contract unit price for other items.

(H9.15) Use post instead of blockout for temporary bridges.

Flat washers 3 x 1 3/4 x 3/16-inch minimum shall be used at all post bolts between the bolt head and beam. The washers shall be rectangular in shape with an 11/16 x 1-inch slot, or when necessary of such design as to fit the contour of the beam. Rectangular washers 3 x 1 3/4 x 5/8-inch shall be used between the blockout post and the thrie beam rail.

(H9.16)

Special drilling of the thrie beam may be required at the splices. All drilling details shall be shown on the shop drawings.

(H9.17)

Fabrication of structural steel shall be in accordance with Sec 1080.

(H9.18) Do not use for prestressed double-tee or temporary bridges.

Expansion splices in the thrie beam rail shall be made at either the first or second post on either side of the joint and on structure at bridge ends. When the splice is made at the second post, an expansion slot shall be provided in the thrie beam rail for connection to the first post to allow for movement.

(H9.19) Do not use for prestressed double-tee or temporary bridges.

In addition to the expansion provisions at the expansion joints, expansion splices in the thrie beam rail and the channel shall be provided at other locations so that the maximum length without expansion provisions does not exceed 200 feet.

Do not use Notes H9.20 thru H9.29 for temporary bridges.

(H9.20) Use for prestressed double-tee bridges.

Expansion splices in the thrie beam rail and the channel shall be provided at locations so that the maximum length without expansion provisions does not exceed 200 feet.

(H9.21)

Shim plates 6 x 6 x 1/16-inch may be used between the top of the post and the channel member as required for vertical alignment.

(H9.22) Place near Part Section at Rail Post.

See slab sheet for rail post spacing.

(H9.23)

See Missouri Standard Plan 606.00 for details not shown.

(H9.24) Place near detail of bent bolt used for new bridges except double tees.

Bolt shall not be bent in slab depths greater than 14 inches, use 12 inches straight embedment.

(H9.25) Place near details of shim plates used for horizontal alignment of State System 3.

Shim plates 6 x 3 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.

(H9.26) Place in General Notes and near details of shim plates used for horizontal alignment.

Shim plates shall be galvanized after fabrication.

(H9.27) Place near details of shim plates used for horizontal alignment of State System 4.

Shim plates 6 x 6 x 1/16-inch may be used between the W6x20 post and 6 x 6 x 3/8-inch plate. Shim plates 6 x 3 1/2 x 1/16-inch may be used between the W6x20 post and 1/2-inch bent plate connection as required for horizontal alignment.

(H9.28) Place near detail specifying bar support at bent plates.

Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.

Use H9.31 thru H9.38 for temporary bridges except for Note H9.32 which is also used for rehabilitation of existing bridges and Note H9.34 which is used for all bridge types.

(H9.31)

If Type A guardrail is not attached to ends of the temporary structure, flared ends shall be required. The existing thrie beam rails shall be modified to accept flared ends. Cost for furnishing and installing flared ends will be considered completely covered by the contract unit price for other items.

(H9.32)

Contractor shall verify all dimensions in field before ordering materials.

(H9.33) Place near Part Section at Rail Post.

See preceding sheet for rail post spacing.

(H9.34) Place in General Notes or near Elevation of Thrie Beam Rail.

At bridge ends for head to head traffic, guardrail shall be used at all four corners and for single directional traffic, guardrail shall be used at entrance ends only unless required at the exit.

(H9.35) Place near any detail specifying the bottom plate of the rail posts.

Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars. Bottom plate shall not be galvanized.

(H9.36) Place near any detail specifying both the bottom and base plate of the rail posts.

The size of the base and bottom plate may be increased depending on which grid option is used.

(H9.37) Place near any detail specifying the welding of post to base plate of the rail posts.

Optional welding of the post to the base plate, in lieu of the weld shown, is a 5/16" fillet weld all around, including the edges of the post flanges.

(H9.38) Place near any detail specifying the semi-circular notches of the rail posts.

Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.
Guardrail delineators shall be attached to the top of the bridge guardrail and shall similarly use the delineator details of Missouri Standard Plan 617.10, except that the delineator body shall be attached to the top of the cap rail using galvanized anchorage as shown on Missouri Standard Plan 606.00. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Cost of supplying and installing new delineators will be considered completely covered by other pay items. Delineators shall be stored with bridge guardrail after use.

38-inch Two Tube Rail (Also use H9.1a, H9.5, H9.6.2)

(H9.40)

Payment for furnishing all materials and labor necessary to install bridge rail, complete in place, will be considered completely covered by the contract unit price for Bridge Rail (Two Tube Structural Steel) per linear foot.

(H9.41)

HSS = Hollow Structural Section

(H9.42)

Dimensions of bridge rails are measured horizontally.

(H9.43)

Bridge rails will be measured to the nearest linear foot for each structure measured from end of wing to end of wing.

(H9.44)

Fabrication of structural steel shall be in accordance with Sec 1080.

(H9.45)

Hollow structural sections shall be in accordance with ASTM A500 Grade B Structural Steel Tubing and shall meet the longitudinal CVN requirements of 15 ft-lbs at 0⁰ F, see Sec 1080 for reporting.

(H9.46)

All other steel shapes and plates shall be in accordance with ASTM A709 Grade 50.

(H9.47)

All anchor bolts shall be ASTM A449 Type 1 with ASTM A563 Grade DH heavy hex nuts and ASTM F436 hardened washers.

(H9.48)

All anchor bolts, studs, nuts, and washers shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

(H9.49)

All posts, railing, rail splices and plates shall be galvanized after shop fabrication in accordance with AASHTO M 111 and ASTM A385. Galvanized rail shall not be painted.

(H9.50)

Provide railing expansion joints at 50 foot maximum intervals. Railing shall be continuous over two posts minimum. Railing expansion joints are required in rail sections that span bridge expansion joints.

(H9.51)

Use grout with a minimum 24-hour f’c of 3000 psi in single placement.

Concrete Curb for Two Tube Rail

(H9.60)

Top of curb shall be built parallel to grade and curb joints (except at end bents) normal to grade.

(H9.61)

All exposed edges of curb shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.

(H9.62)

Minimum lap for longitudinal R-bars is 2’-5”.

(H9.63)

The cross-sectional area of curb above the slab = 0.75 sq. ft.

(H9.64)

Concrete in the curb shall be Class B-2.

(H9.65)

The curb shall be cured by application of Type 1-D Liquid Membrane-Forming Curing Compound in accordance with Sec 1055 and sealed in accordance with Sec 703. The contractor shall remove all curing compound in accordance with the manufacturer’s recommendations before the concrete sealer is applied.

(H9.66)

Measurement of the curb is to the nearest linear foot for each structure, measured along the outside top of slab from end of wing to end of wing.

(H9.67)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Concrete Curb (Bridge Rail) per linear foot.

H10. Barriers – Type A, B, C, D and H

H10a. Cast-In-Place Permanent Barrier

The following notes shall be placed in the General Notes on the elevation sheet.

(H10.0.1) Use note if slip forming is allowed. Add asterisk to all C-bar leader notes and the one fiberglass bar leader note in the elevation of barrier.

* Slip-formed option only.

(H10.0.2) Both methods may be used unless otherwise specified on Bridge Memorandum.

Conventional forming or slip forming may shall be used. Saw cut joints may be used with conventional forming.

(H10.1) Exclude underlined part for single span bridges.

Top of barrier shall be built parallel to grade with barrier joints (except at end bents) normal to grade.

(H10.2)

All exposed edges of barrier shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.

(H10.3)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Type A B C D H Barrier per linear foot.

(H10.4)

Concrete in barrier shall be Class B-1.

(H10.5) Use for Type B, D or H barrier. Include “left” or ”right” and exclude “for each structure” when barriers on each side of the bridge are not the same type.

Measurement of barrier is to the nearest linear foot for each structure, measured along the left right outside top of slab from end of wing to end of wing slab to end of slab.

(H10.7) Use for Type A or C barriers.

Measurement of barrier is to the nearest linear foot, measured along the top of slab at centerline median from end of bridge approach slab to end of bridge approach slab.

(H10.7.1) Use for all barriers (see Barrier Wall Delineation).

Concrete traffic barrier delineators shall be placed on top of the barrier as shown on Missouri Standard Plans 617.10 and in accordance with Sec 617. Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides. Concrete traffic barrier delineators will be considered completely covered by the contract unit price for Type A B C D H Barrier.
Below is additional guidance for using Note H10.7.1:
Bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides of the delineators. For two-lane, one-way traffic, retroreflective sheeting may be on one side only unless crossroad or entranceway traffic is just beyond exit to bridge and wrong way driving is to be discouraged with retroreflective sheeting on both sides of the delineators, (white and red in this case). "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be modified, as required. For Type A and C barriers, retroreflective sheeting should be used on both sides of the delineators where there is not more than four lanes divided.
On bridges with more than two lanes, retroreflective sheeting is not required on both sides of the delineators. The perception of a narrowing roadway at the bridge is of lesser consequence in terms of requiring guidance devices and does not warrant retroreflective sheeting on both sides of the delineators. "Delineators on bridges with two-lane, two-way traffic shall have retroreflective sheeting on both sides" may be removed at the discretion of the design team.

(H10.7.2)

Joint sealant and backer rods shall be in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.

(H10.7.3) Use note if slip forming is allowed.

For slip-formed option, both sides of barrier shall have a vertically broomed finish and the top shall have a transversely broomed finish.

(H10.7.4) Use for all grade separations except over railroads and county roads.

Plastic waterstop shall not be used with saw cut joints.


The following three notes shall be placed under section thru barrier.

(H10.8)

Use a minimum lap of 3'-1" for #5 horizontal barrier bars.

(H10.9) Areas shown are for standard barrier heights and a two percent cross slope.

The cross-sectional area above the slab is * square feet.
* 2.98 for a Type A barrier.
2.27 for a Type B barrier.
4.69 for a Type C barrier.
3.52 for a Type D barrier.
3.59 for a Type D barrier used as a median.
2.89 for a Type H barrier

(H10.9.1) Add (2) to the dimension for the top of slab to top of the R2 bar.

(2) To top of bar


The following three notes shall be used for double-tee structures.

(H10.10)

Coil inserts shall have a concrete ultimate pullout strength of not less than 36,000 pounds in 5000 psi concrete and an ultimate tensile strength of not less than 36,000 pounds.

(H10.11)

Threaded coil rods shall have an ultimate capacity of 36,000 pounds. All coil inserts and threaded coil rods shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.

(H10.12)

Payment for furnishing and installing coil inserts and threaded coil rods will be considered completely covered by the contract unit price for Type A B C D H Barrier.


The following two notes, when appropriate, shall be placed under the title of the elevation of barrier.

(H10.12.1) Dimensions shall be horizontal unless otherwise specified on Bridge Memorandum.

Longitudinal dimensions are horizontal arc dimensions.

(H10.12.2)

Longitudinal dimensions are along top of barrier outside edge of slab parallel to grade.

The following two notes shall be placed under the permissible alternate bar shape detail.

(H10.13) Use R2 for Type D or H barriers, R3 for Type B barrier and M2 for two separate Type D barriers used as a median. Add (4) to the combined #5 bar leader note. Exclude note and associated detail for CIP slabs.

(4) The R2 R3 M2 bar and #5 bottom transverse slab bar in cantilever (prestressed panels only) combination may be furnished as one bar as shown, at the contractor's option.

(H10.14) Use R1 for Type B, D or H barriers. Use M1 for two separate Type D barriers used as a median. Add (3) to the two separated #5 bar leader notes.

(3) The R1 M1 bar may be separated into two bars as shown, at the contractor's option, only when slip forming is not used. (All dimensions are out to out.)

(H10.15) Use note if slip forming is allowed. Place under the part elevation of barrier and add (1) to fiberglass bar leader notes in the section thru saw cut joint and part elevation of barrier.

(1) Four feet long, centered on joint, slip-formed option only

Place general notes H10.19, H10.20 and H10.7.1 on the barrier at end bents sheet with notes H10.19 and H10.20 under the Reinforcing Steel heading.

(H10.19)

Minimum clearance to reinforcing steel shall be 1 1/2" except as shown for bars embedded into end bent.

(H10.20) Use for Type B barrier only. Use 2’-7” and K10 bars for barrier ending on wing walls adding K13 bars with two different wing lengths. Will need to add more bars if more than two different wing lengths exist. Use 3’-1” and R6 bars for barrier ending on bridge deck.

Use a minimum lap of 2'-7" 3’-1” between K9 and K10 or K13 R6 bars.

(H10.21) Place note under the K Bar Permissible Alternate Shape detail on the barrier at end bents sheet. Use K1 and K2 for Type B barrier; K9 and K10 for Type D barrier; K3 and K5 for Type H barrier.

The K1 and K2 K9 and K10 K3 and K5 bar combination may be furnished as one bar as shown, at the contractor's option.

H10b. Precast Temporary Barrier

(H10.90)

Method of attachment for temporary barrier shall be tie-down strap bolt through deck.

(H10.91)

Temporary barrier shall not be attached to the bridge.

H11. Fences and Sidewalks

Pedestrian Guard Fence (Chain Link Type): General Notes

(H11.10)

Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.

(H11.11)

All posts shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of posts.

(H11.12)

Payment for furnishing, galvanizing and erecting the fence and frame complete in place will be considered completely covered by the contract unit price for (72 in.) Pedestrian Fence (Structures) per linear foot.

(H11.13)

Dimensions of pedestrian guard fence are measured horizontally.

(H11.14)

The maximum spacing allowed between pull post and end posts is 100 ft. Post brace and 1/2" Ø truss rod are required for panels adjacent to pull post and end posts only.

(H11.15)

Connect the lower end of the 1/2" Ø truss rod to the bottom of the pull posts and end posts to which the stretcher bar is attached.

(H11.16)

(112 in.) Curved Top Pedestrian Fence (Structures) will be measured to the nearest linear foot for each structure measured along the centerline fence from      to     .

(H11.17)

Core wire size for wire fabric shall be 6 gage minimum.


Sidewalks

(H11.20)

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

(H11.21)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Sidewalk (Bridges) per sq. foot.

(H11.22)

Concrete in the sidewalk shall be Class B-2.

(H11.23)

Measurement of the sidewalk is to the nearest square foot for each structure, measured horizontally from the outside face of barrier to the outside edge of sidewalk and from end of slab to end of slab.


Decorative Fencing: Pedestrian Curb (Effective March 1, 2024)

(H11.30)

Top of curb shall be built parallel to grade and curb joints (except at end bents) normal to grade.

(H11.31)

All exposed edges of curb shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.

(H11.32)

Payment for all concrete and reinforcement, complete in place, will be considered completely covered by the contract unit price for Pedestrian Curb per linear foot.

(H11.33)

Concrete in curb shall be Class B-1.

(H11.34)

Measurement of pedestrian curb is to the nearest linear foot for each structure, measured along the outside top of curb from end of curb to end of curb.

(H11.35)

Center of posts shall clear curb joints or ends by at least 6 inches.

(H11.36)

Minimum lap for longitudinal R-bars is 2'-7".


Decorative Fencing: Pedestrian Fence (Effective March 1, 2024)

(H11.37)

These details are a general representation of a Decorative Pedestrian Fence. The actual fence components and component positions may be different than what is shown.

(H11.38)

Fence shall have a gloss black finish (Federal Standard #17038). See special provisions.

(H11.39)

Base plate shall be ASTM A709, Grade 50.

(H11.40)

All base plates, U bolts, hex nuts and washers shall be galvanized in accordance with ASTM A123 and Sec 1081.

(H11.42)

Measurement of pedestrian fence will be made horizontally and to the nearest linear foot along centerline fence.

(H11.43) Heights available in standard pay items are 30 in., 48 in., 60 in., 72 in. & 96 in.

Payment for furnishing and erecting the fence complete in place will be considered completely covered by the contract unit price for (__ in.) Decorative Pedestrian Fence (Structures).

(H11.44)

All fence posts shall be vertical.

(H11.45)

Mortar shall be placed under the post base plates in accordance with Sec 1066.

(H11.46)

Decorative pedestrian fencing shall be in accordance with 2020 AASHTO LRFD Bridge Design Specifications, 9th Ed.

(H11.47)

Shop drawings and structural calculations will not be required for the decorative pedestrian fences on the Bridge Pre-qualified Products List.

(H11.48)

All materials used in fabrication and construction of the decorative pedestrian fencing shall be in accordance with the manufacturer's specifications, except as modified in the contract documents.

(H11.49)

Decorative pedestrian fencing system shall be supplied by only one manufacturer. Decorative pedestrian fencing system shall include all components except the anchor bolts and hardware, and #4 bars welded to the anchor bolts. The assembly of the pickets to the rails and the rails to the posts shall be the same as the style mentioned for the manufacturer.

(H11.50)

See Bridge Pre-qualified Products List (BPPL) for a list of approved manufacturers.

(H11.51)

Substitution for the U-bolt cages will not be permitted.

H12. Miscellaneous

Construction Joint

(H12.1)

Finish each side of joint with a 1/4 inch radius edging tool.

Pin and Flat Hexagonal Nut


(H12.2)

Material: Pin = ASTM A668 (Class F)
  Nut = ASTM A709 Grade 36


Plastic Waterstop (Use in the barrier joints and parapet joints as specified in EPG 751.12.1.2.3 Plastic Waterstops)

(H12.3)

Plastic waterstop shall be placed in all formed joints, except structures with superelevation, use on lower joints only.

(H12.4)

Cost of plastic waterstop, complete in place, will be considered completely covered by the contract unit price for Type A B C D H Barrier.

Sign Supports

(H12.5)

Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.

(H12.6)

Payment for furnishing and erecting approximately     pounds of steel for sign supports will be considered completely covered by the contract lump sum price for Fabricated Sign Support Brackets.


Plan of Slab: All Structures

(H12.8)

Longitudinal slab dimensions are measured horizontally.

I. Revised Structures Notes

I1. General

(I1.0.1) Use “slab surface” for deck replacements.

Roadway surfacing adjacent to bridge ends shall match new bridge slab surface wearing surface (roadway item).

(I1.0.2)

All concrete repairs shall be in accordance with Sec 704, unless otherwise noted.

(I1.0.3) Use note when required for rush jobs.

Qualified special mortar in accordance with job special provisions may be used for half-sole repair and deck repair with void tube replacement.

(I1.1)

Outline of existing work is indicated by light dashed lines. Heavy lines indicate new work.

(I1.2)

Contractor shall verify all dimensions in field before finalizing the shop drawings.

(I1.3)

Bars bonded in existing concrete not removed shall be cleanly stripped and embedded into new concrete where possible. If length is available, existing bars shall extend into new concrete at least 40 diameters for plain bars and 30 diameters for deformed bars, unless otherwise noted.


Use Notes I1.4 and I1.5 where a broken concrete surface has no new concrete against it. Use bituminous paint below ground line and qualified special mortar above ground line.

(I1.4)

The area exposed by the removal of concrete and not covered with new concrete shall be coated with an approved bituminous paint qualified special mortar in accordance with Sec 704.

(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.

Joint shall be cleaned per the manufacturer's recommendations. Cost of Concrete and Asphalt Joint Sealer and Backer Rod will be considered completely covered by contract unit price per other items included in the contract.

(I1.6) Use as an asterisk note when tinting is specified on Bridge Memorandum adding corresponding asterisk to slab edge repair and superstructure repair (unformed) leader notes.

Match existing concrete color. Apply tinted sealer to blend repair to existing concrete.

(I1.7) Effective for redeck jobs in June 2024 letting and later.

For adjusted girder deflection due to weight of new deck and barriers, see Bridge Electronic Deliverables.


Concrete Slab with Wearing Surface

(I1.10) Use note for all wearing surfaces except epoxy polymer wearing surfaces.

In order to maintain grade and a minimum thickness of wearing surface as shown on plans it may be necessary to use additional quantities of wearing surface at various locations throughout the structure. The cost of furnishing and installing the wearing surface will be considered completely covered in the contract unit price, including all additional labor, materials or equipment for variations in thickness of wearing surface.

(l1.11) Use note for chip seals and polymer wearing surfaces.

The contractor shall exercise care to ensure spillage over joint edges is prevented and that a neat line is obtained along any terminating edge of the wearing surface.

(l1.12) Use note only with preventive maintenance jobs.

Concrete for repairing concrete deck shall be a qualified special mortar in accordance with Sec 704 instead of the Class B-2 or B-1 concrete.

(I1.13) [MS Cell] Place following table and notes near the estimated quantities table on the design plans for optional concrete wearing surface and optional very early strength concrete wearing surface as specified on the Bridge Memorandum.

Optional Very Early Strength Concrete Wearing Surface
Type of Concrete Wearing Surface Type Used
(√)
Low Slump Concrete Wearing Surface  
Latex Modified Concrete Wearing Surface  
Silica Fume Concrete Wearing Surface  
Latex Modified Very Early Strength Concrete Wearing Surface  
CSA Cement Very Early Strength Concrete Wearing Surface  
MoDOT construction personnel shall complete column labeled "Type Used (√)".
The contractor shall select one of the optional very early strength concrete wearing surfaces listed in
the table. The optional very early strength concrete wearing surface method of measurement and
basis of payment shall be in accordance with Sec 505.


(I1.14) [MS Cell] Place following table and notes near the estimated quantities table on the design plans for optional polymer wearing surface as specified on the Bridge Memorandum.

Optional Polymer Wearing Surface
Type of Polymer Wearing Surface Type Used
(√)
Epoxy Polymer Wearing Surface  
MMA Polymer Slurry Wearing Surface  
MoDOT construction personnel shall complete column labeled "Type Used (√)".
The contractor shall select one of the optional polymer wearing surfaces listed in the
table. The optional polymer wearing surface method of measurement and basis of
payment shall be in accordance with Sec 623.

(I1.15) Use note when specified on Bridge Memorandum.

Broadcast aggregate for MMA polymer slurry wearing surface shall be a black beauty type aggregate.

(l1.16) Use note when specified on Bridge Memorandum. Requires non-standard special provision NJSP1513.

Broadcast aggregate for MMA polymer slurry wearing surface shall be a high friction (HFST) aggregate in accordance with special provisions.

(l1.17) Use note when specified on Bridge Memorandum.

Reflective deck cracks shall be treated in accordance with Sec 623.


Removal and Storage of Existing Bridge Rails

(I1.20)

The existing bridge rails and posts shall be stored at a location as designated by the engineer on the MoDOT Maintenance Lot at     .


Extension of Box Culverts

(I1.41)

Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the existing structure.

(I1.42)

Bottom of new slab shall be built flush with the bottom of slab of the existing box and the height of walls varied as necessary to extend the walls into rock as specified.

Making End Bents Integral

(I1.51)

The exposed and accessible surfaces of the existing structural steel and bearings that will be encased in concrete shall be cleaned with a minimum of SSPC-SP-3 surface preparation and coated with a minimum of one coat of gray epoxy-mastic primer (non-aluminum) in accordance with Sec 1081 to produce a dry film thickness of not less than 3 mils before concrete is poured. The surface preparation and coating for girders shall extend a minimum of one foot outside the face of the girder encasement. Payment for cleaning and coating steel to be encased in concrete will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

(I1.52)

The ___ bars are segmented for ease of placement through girder web holes. The total bar length for ___ bars shown in Bill of Reinforcing Steel allows for one lap splice with a length of ___. Actual bar segment lengths to be determined by contractor for ease of installing bars. The contractor may use a mechanical bar splice in lieu of a lap splice. When a mechanical bar splice is used, the actual bar segment length will be determined by the contractor to accommodate manufacturer's recommendations for installation and ease of construction. The cost of furnishing and installing the bar splices will be considered completely covered by the contract unit price for Reinforcing Steel. No adjustment of the quantity of reinforcing steel will be allowed for the use of mechanical bar splices.

(I1.53)

Cost of field drilling holes in existing plate girder wide flange beam webs will be considered completely covered by the contract unit price for Class B-2 Concrete Slab on Steel.

Curb Block-Out

(I1.60)

7/8"ø Threaded Rods with nuts and washers shall be used in place of 7/8"ø Bolts (ASTM A307).

(I1.61)

1"ø holes shall be drilled through existing end post for placement of 7/8"ø threaded rods, nuts, and washers.


In "General Notes:" section of plans, place the following note under the heading "Miscellaneous:" when existing longitudinal dimensions are used.

(I1.62)

Longitudinal dimensions are based on the original design plans.

In "General Notes:" section of plans, place the following two notes under the heading "Beam Support:" when strengthening existing beams under traffic.

(I1.64)

All existing beams in the span being strengthened shall be raised simultaneously Dimension H at jacking point and supported during welding of new steel plates.

(I1.65)

The temporary supports must be capable of safely supporting a service load of approximately Load J tons per beam (factor of safety not included). See special provisions.

(I1.66)

Scarification not required for Asphaltic Concrete, MMA Polymer Slurry and Epoxy Polymer Wearing Surfaces.

Rock Blanket

(I1.70) Use note for redecks or in other cases where the rock blanket elevations are not shown on the bridge plans and the top of the rock blanket is required to be flush to the existing ground line in accordance with the Memorandum of Agreement with SEMA.

The top of rock blanket shall be flush to the ground line as directed by the engineer. (Roadway Item)

(I1.71) Use only when specified on the Bridge Memo or Design Layout.

Rubblized concrete from the existing bridge deck that qualifies as clean fill may be placed on spill slopes at end bents above ordinary high water line (Roadway item).

I2. Resin & Cone Anchors

Use Resin Anchors unless concrete depths are insufficient.

(I2.1)

The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.

(I2.2) * Pay item in which resin anchor system is embedded.

Cost of furnishing and installing the resin anchor systems, complete in place, will be considered completely covered by the contract unit price for *.

(I2.3)

The minimum embedment depth in concrete with f'c = 4,000 psi for the resin anchor systems shall be that required to meet the minimum ultimate pullout strength in accordance with Sec 1039 but shall not be less than 5".

Note to designer:
A minimum factor of safety of 2 should be used when determining the number of anchors to be used.

(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)

A An epoxy coated #**** Grade 60 reinforcing bar ***** long shall be substituted for the ******ø threaded rod.


**** Bar size.
***** Length of bar required by design.
****** Diameter of threaded rod.


Cone Expansion Anchors

(I2.30) *** Pay item in which cone expansion anchor is embedded.

Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for ***.

(I2.31)

The *" diameter cone expansion anchors shall have a minimum ultimate pullout strength of ** lbs. in concrete with f'c = 4,000 psi.
* DIAMETER ** PULLOUT
3/8" 3,900
1/2" 7,500
5/8" 10,800
3/4" 12,000

I3. Special Repair Zones - Deck Repair Notes for CIP Continuous Concrete Box Girder, Voided Slab and Solid Slab Spans (Notes for Bridge Standard Drawings RHB03 & RHB04)

Use applicable notes I3.1 thru I3.6 under the special repair zones heading in the deck repair notes. The special repair zones heading shall follow the order of repair heading.

(I3.1) Use for structures using conventional deck repair only (no hydro demolition).

Any deck repair in areas not designated as a special repair zone shall be completed prior to work in Zone A.

(I3.2) Use for structures with multiple column bents.

Deck repair required in the areas designated as special repair zones shall be completed pre-hydro demolition in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time. Hydro demolition shall not move forward until the repairs in all special repair zones are completed and properly cured.

(I3.3) Use for structures with single column bents.

Deck repair required in the areas designated as special repair zones shall be completed pre-hydro demolition in alphabetical sequence beginning with Zone A. Zones with the same letter designation may be repaired at the same time except for the zones directly adjacent to the centerline of bent. If either of the zones adjacent to centerline of bent has a single repair area of over 10 square feet or a total repair area of over 20 square feet, that zone shall be repaired before removing concrete in the other zone of the same designation at that bent. Hydro demolition shall not move forward until the repairs in all special repair zones are complete and properly cured.

(I3.4) Use for hydro demolition projects.

Any deck repair in areas not designated as a special repair zone shall be completed post-hydro demolition.

(I3.5)

Removal and deck repair shall be completed in one special repair zone and concrete shall have attained a compressive strength of 3200 psi before work can be started in the next special repair zone.

(I3.6) Use for voided or solid slab structure.

If any single repair area does not exceed 4 square feet in size and the total repair area within a special repair zone does not exceed 12 square feet, the special repair zone may be repaired at the same time as an adjacent zone.

Use for voided slab structures, place applicable notes I3.10 thru I3.12 under the void repair heading in the deck repair notes. The void repair heading shall follow the special repair zones heading.

(I3.10)

Any damage sustained to the void tube as a result of the contractor's operations shall be patched or replaced as required by the engineer at the contractor's expense.

(I3.11) Underline portion only required for Hydro Demo Case 2 details.

An exposed void in the deck shall be patched as approved by the engineer in a manner that shall maintain the void area completely free of concrete. Cost of patching an exposed void will be considered completely covered by the contract unit price for Half-Sole Repair inside special repair zones and Monolithic Deck Repair outside special repair zones.

(I3.12) Use when deck repair with void tube replacement is required.

When a deteriorated portion of the void tube is beyond the point of patching as determined by the engineer, the portion of the deteriorated void tube shall be replaced. The void area shall be maintained completely free of concrete. Cutting of the longitudinal reinforcing steel will not be permitted. The fiber tubes for producing the voids shall have an outside diameter with the wall thickness the same as the existing tubes and anchored at not more than the original spacing. Cost of replacing the void tube will be considered completely covered by the contract unit price for Deck Repair with Void Tube Replacement. Measurement will be horizontal projection of the area of exposed tube in plan.


Use for box and deck girder structures, place applicable notes I3.16 thru I3.22 as a continuation of the special repair zones heading in the deck repair notes.

(I3.16)

Total width of full depth repair shall not exceed 1/3 of the deck width at one time. For any area of deck repair that extends over a web and is more than 18 inches in length along the web, the concrete removal including removal with hydro demolition shall stop at the centerline of web and repair completed in this area. Prior to continuing work in this area, the concrete shall have attained a compressive strength of 3200 psi. No traffic shall be permitted over the web that is undergoing repair.

(I3.17)

When the full depth repair extends over a diaphragm or web and the deteriorated concrete extends into the diaphragm or web, all deteriorated concrete shall be removed and replaced as full depth repair. Concrete in webs shall not be removed below the slab haunch of the girder without prior review and approval from the engineer.


Use notes I3.20 and I3.22 for box girder structures only.

(I3.20)

Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.

(I3.21) This applies for each zone and not similarly lettered zones as a group.

If any single repair area does not exceed 9 square feet in size and the total repair area within a special repair zone does not exceed 27 square feet, the special repair zone may be repaired at the same time as an adjacent zone.

(I3.22)

Half-sole repair in the special repair zone, on either side of the intermediate bents, shall be to a depth that will not expose half the diameter of the longitudinal reinforcing bar. Full depth repair shall be made when removal of deteriorated concrete exposes half or more of the diameter of the longitudinal reinforcing bar.

(I3.30) Use for hydro demolition projects. Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; (2) equals ¼ inch; and (3) equals ½ inch; see Bridge Memorandum.

1. Scarify existing deck (1). Remove existing wearing surface plus (1) of existing deck.
2. Power wash deck to identify sound and unsound existing deck repair.
3. Inside special repair zones, complete the following repairs:
a. Removal of existing deck repair
b. Half-sole repair
c. Deck repair with void tube replacement
d. Full depth repair
4. Outside special repair zones, remove existing deck repair.
5. Complete total surface hydro demolition, removing (2) minimum of sound concrete inside special repair zones and removing (3) minimum of sound concrete and all deteriorated concrete outside special repair zones.
6. Sound deck and if needed complete incidental concrete removal.
(Guidance: Use for Case 1 RHB03)
7. Outside special repair zones, complete full depth repair.
(Guidance: Use for Case 2 RHB03 and Case 1 & 2 RHB04)
7. Outside special repair zones, complete the following repairs:
a. Half-sole repair (Guidance: Case 2 RHB04)
b. Deck repair with void tube replacement (Guidance: Case 1 & 2 RHB04)
c. Full depth repair (Guidance: Case 2 RHB03 and Case 1 & 2 RHB04)
8. Place new wearing surface including additional material for areas of monolithic deck repair.

(I3.31) Use for non-hydro demolition projects (conventional deck repair only). Place the following under the order of repair heading as the first of the deck repair notes. Remove portions not required. Typically (1) equals ½ inch; see Bridge Memorandum.

1. Scarify existing deck (1). Remove existing wearing surface plus (1) of existing deck.
2. Sound deck to identify areas in need of repair.
3. Outside special repair zones, complete the following repairs:
a. Half-sole repair
b. Deck repair with void tube replacement
c. Full depth repair
4. Inside special repair zones, complete the following repairs:
a. Half-sole repair
b. Deck repair with void tube replacement
c. Full depth repair
5. Place new wearing surface.

I4. Fiber Reinforced Polymer (FRP) Wrap - Bent Cap Shear Strengthening

(I4.1)

Design force is the factored shear force at any cross section in each design region that shall be resisted entirely by the FRP reinforcement.

(I4.2)

See special provisions.

J. MSE Wall Notes (Notes for Bridge Standard Drawings)

J1. General

(J1.1)

Factor of safety shall be 2.0 for overturning and 1.5 for sliding.

(J1.2)

The cost of joint filler and joint seal, complete in place, will be considered completely covered by the contract unit price for Concrete Traffic Barrier (Type A D). See Roadway Plans.

(J1.3)

For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.

(J1.4)

øb =    ° and Unit weight, Ɣb = ___pcf for retained backfill material to be retained by the mechanically stabilized earth wall system.

(J1.5) Use either or both foundation parameter notes for foundation ground as determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report.

øf =    ° for unimproved foundation ground where wall is to bear.
øf =    ° for improved foundation ground where wall is to bear.

(J1.6)

Contractor shall include design ør (actual ør ≥ 34° and the total unit weight, Ɣr, for the select granular backfill (reinforced backfill and wedge area backfill) for structural systems on shop drawings. 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, Ɣr = (95% compaction) x (maximum dry density) x (1 + optimum water content)

(J1.7)

Design Фr = 34° for the select granular backfill (reinforced backfill) only for structural systems.

(J1.8)

All concrete for leveling pad and coping shall be Class B or B-1 with f'c = 4000 psi.

(J1.9)

The minimum compressive strength of concrete for precast panel precast concrete block shall be 4,000 psi in accordance with Sec 1052.

(J1.10) For epoxy coated reinforcement requirements, see EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements.

Panel, concrete block and coping (or capstone) reinforcement shall be epoxy coated.

(J1.11)

Soil reinforcement shall be spaced to avoid roadway drop inlet behind wall.

(J1.12a)

A filter cloth meeting the requirements for a Separation Geotextile material shall be placed between the select granular backfill for structural systems and the backfill being retained by the mechanically stabilized earth wall system.

(J1.12b) Use for all large block walls.

Minimum 18” wide geotextile strips shall be centered at vertical and horizontal joints of panel. Geotextile material shall be adhered to back face of panel using an adhesive compound supplied by the manufacturer. All edges of each fabric strip shall provide a positive seal. A minimum 18” overlap shall be provided between spliced filter fabric.

(J1.13) Use for all large block walls.

Coping shall be required on this structure. When CIP coping sections extend beyond the limits of a single panel, bond breaker (roofing felt or other approved alternate) between wall panel and coping is required. Coping joints shall use ¾-inch chamfers and shall be sealed with ¾-inch joint filler. Coping reinforcement shall terminate 1 ½-inch minimum from face of coping joint.

(J1.13a)

Wall contractor shall show the following items on the design drawings and/or on the fabricator shop drawings.
1. Leveling pad horizontal.
2. Leveling pad length and step elevations shall be based on wall manufacture’s recommendation. Top of leveling pad elevations shall not be higher than theoretical top of leveling pad elevations shown on these plans.


Use for small block walls unless small block walls are to be built vertical.

(J1.14)

The top and bottom elevations are given for a vertical wall. The height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.
The baseline of the wall shown is for a vertical wall. This baseline shall correspond to Elevation          .


(J1.15)

The contractor shall be solely responsible to coordinate construction of the wall with bridge and roadway construction and ensure that the bridge and roadway construction, resulting or existing obstructions, shall not impact the construction or performance of the wall. Soil reinforcement shall be designed and placed to avoid damage by pile driving, guardrail post installation, utility and sign foundations. (See Roadway and Bridge plans.)


PREQUALIFIED MSE WALL SYSTEMS

(J1.16) [MS Cell]

MSE Wall Systems Data Table
Proprietary Wall
Systems
Combination Wall Systems
Manufacturer System Facing Unit
Manufacturer
Facing
Unit
Geogrid
Manufacturer
Geogrid
           
           
           
           
MSE Wall Systems Data Table is to be completed by MoDOT construction personnel
to record the manufacturer of the proprietary wall system or the manufacturers of the
combination wall system that was used for constructing the MSE wall.

(J1.17) Use for all large block walls. Use for small block walls if small block walls are to be built vertical.

The MSE wall system shall be built vertical.

(J1.18) Use where only a small or large block wall shall be used. Do not use note where either a small or large block may be used.

The MSE wall system shall be a small large block wall system.

(J1.19)

Topmost layer of reinforcement shall be fully covered with select granular backfill for structural systems, as approved by the wall manufacturer, before placement of the Separation Geotextile.

(J1.19a)

Minimum __ diameter perforated PVC or PE pipe.

(J1.20)

Manufacturer shall show drain details on design plans to be submitted as shown on MoDOT MSE wall plans and/or roadway plans.

(J1.20a)

Select granular backfill shall extend a minimum of 12" beyond the end of all soil reinforcement. Where the angle, Ɵ, between the retained backfill excavation/fill line and the horizontal is less than 90°, the wedge area backfill between Ɵ and 90° shall be filled with select granular backfill for structural systems meeting the requirements of Section 1010.
- For (45°+ Фb/3) < Ɵ ≤ 90°, properties for retained backfill shall be used for active force computations.
- For Ɵ ≤ (45°+ Фb/3), contractor shall have the option to use properties for select granular backfill, Фr, or better aggregate material, Фw for active force computations in the wedge area backfill. For active force computations, the angle of internal friction for wedge area backfill material, Фr or Фw, shall be limited to 34° unless determined otherwise in accordance with Section 1010. If Фr or Фw > 34° is desired for wedge area backfill then test report shall be submitted with shop drawings. Фr or Фw 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 Фw shall be shown on the shop drawings if used.
The slope excavation line shall be benched and separation geotextile shall be placed between the retained backfill and either select granular backfill or better aggregate material, and between the select granular backfill and better aggregate material.
Show range of acceptable theta (Ɵ) angle on shop drawings which must be consistent with design computations and proposed construction of wall. Show active force computation properties on shop drawings and in design computations. Coordination between wall designer (manufacturer) and contractor is required before shop drawing submittal.
Material Properties Used In Design
Reinforced Fill/Select Granular Backfill Active Force Computations Foundation
ф° γ (pcf) ф° γ (pcf) ф°
MSE Wall designer shall include table on shop drawings and provide values used in the design computations. Effects of cohesion shall be ignored unless approved by the engineer.

Use for all large block walls.

(J1.21a)
Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for level-up concrete shall be required, and provided by manufacturer. The dowels shall be field trimmed to clear the capstone by a minimum of 1 1/2 inches and a maximum of 2 1/2 inches.
(J1.21b)
Aluminized soil reinforcement shall have edges coated with coating material per manufacturer.
(J1.21c)
Use default values for the pullout friction factor, F*, in accordance with AASHTO figure 5.8.5.2A and default value for scale effect correction factor, α, in accordance with AASHTO table 5.8.5.2A. For approved steel strips not shown in AASHTO figure 5.8.5.2A, use F* ≤ 2.0 at zero depth and F* ≤ Tan Фr at 20 feet depth and Фr design = 34°. F* and α values shall be shown on the shop drawings.

(J1.22)

The MSE wall system shall be built in accordance with Sec 720.

(J1.23) Use for MSE Walls when there may be contact between dissimilar metals.

All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches.

(J1.24) Use for MSE Walls when there may be obstructions in reinforced soil mass.

The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle. Soil reinforcement shall clear the obstruction by at least 3 inches.
No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.
Where interference between the vertical obstruction and the soil reinforcement is unavoidable, the design of the wall near the obstruction may be modified using one of the alternatives in FHWA-NHI-10-24, Section 5.4.2. Show detail layout on the drawings. For wall designs with horizontal obstructions in reinforced soil mass, see FHWA-NHI-10-024, Section 5.4.3.

(J1.25)

Use either or both allowable bearing pressure notes for foundation ground with appropriate allowable bearing pressure value(s) as determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report and use the following maximum applied bearing pressure note.
For unimproved foundation ground, the allowable bearing pressure is _____ ksf.
For improved foundation ground, the allowable bearing pressure is _____ ksf.
The maximum applied bearing pressure for the controlling design case at the foundation level shall be shown on the shop drawings and shall be less than the allowable bearing pressure for foundation ground provided herein. For seismic design the maximum applied bearing pressure shall be less than two times the allowable bearing pressure.

(J1.25a) Use the underlined portion when limits of improved foundation ground is required by Geotechnical Section.

Allowable bearing pressure and limits of improved foundation ground shall not be adjusted from that as shown on the plans.

For Small Block Walls

(J1.26) Permanent shims for small block MSE wall:

Shims will be sparingly allowed to maintain horizontal and vertical control. The preferable shim shall be made of a plastic material that will not rust, stain, rot or leach onto the concrete and has a minimum compressive strength equal to block wall unit. Steel or wood shims will not be allowed. Shims shall not exceed 3/16” in thickness and shall distribute load in order to not induce stress into block wall units. No shim shall be used between the concrete leveling pad and the base course of the block wall.

(J1.27)

Holes shall be 5/8” round and extend 4” into the third layer of blocks, recessed 2” deep by 1 1/2" round.

(J1.28)

Rods or reinforcing bars shall be secured by an approved resin anchor system in accordance with Sec 1039.

(J1.29)

Recess hole shall be backfilled with non-shrink cement grout.

Use for all MSE wall plans.

(J1.30)

Excavation quantities and pay items are given on the roadway plans. Excavation quantities are based on a soil reinforcement length of __ ft. The soil reinforcement length may very based upon the wall design selected by the contractor. Plan excavation quantities will be paid regardless of any actual quantities removed based on the soil reinforcement length and design selected.

(J1.31) Use when interior angle between two walls is less than or equal to 70°.

When interior angle between two walls is less than or equal to 70°, the affected portion of the MSE wall shall be designed as an internally tied bin structure with at-rest earth pressure coefficients. For additional design steps see (FHWA NHI-10-024).

(J1.32)

Contractor shall modify the drain details as shown if it will improve flow as may be the case for a stepped leveling pad, and for an uneven ground line (approval of the engineer required).

(J1.33) Use for MSE walls in Seismic Category B, C, and D.

Upper two layers of soil reinforcement shall be extended 3 feet beyond the lower layers when wall height is greater than or equal to 10 feet.

(J1.34) For staged bridge construction with MSE walls at the abutments show following note on the plan details when temporary MSE wall is required.

Contractor shall be responsible for the internal stability, external stability, compound stability, and overall global stability of the temporary MSE wall structure. The soil parameters assumed for the temporary MSE wall design shall be those shown on the plan details for the MSE Wall and shown in the foundation report. The contractor shall submit the proposed method of temporary MSE wall construction to the engineer prior to beginning work.
See special provisions.

K. Approach Slab Notes (Notes for Bridge Standard Drawings)

K1. General

(K1.1) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).

All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (f'c = 4,000 psi).

(K1.2)

All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.

(K1.3) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).

The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with Fy = 60,000 psi.

(K1.4)

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

(K1.5.1) Use for Bridge Approach Slab (Major Road).

The reinforcing steel in the bridge approach slab and the sleeper slab shall be continuous. The transverse reinforcing steel may be made continuous by providing a minimum lap splice of 29 inches for #5 bars and 44 inches for #6 bars, or by mechanical bar splice.

(K1.5.2) Use for Bridge Approach Slab (Minor Road).

The reinforcing steel in the bridge approach slab shall be continuous. The transverse reinforcing steel may be made continuous by providing a minimum lap splice of 23 inches for #4 bars, or by mechanical bar splice.

(K1.6) Use underline portion when mechanical bar splices are required due to staged construction.

Mechanical bar splices shall be in accordance with Sec 710. (Estimated ____ splices per slab)

(K1.7)

Seal joint between vertical face of approach slab and wing with sealant in accordance with Sec 717 for silicone joint sealant for saw cut and formed joints.

(K1.11)

The contractor shall pour and satisfactorily finish the bridge semi-deep slab before placing the bridge approach slab.

(K1.12)

Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge semi-deep slab.

(K1.13) Use for Bridge Approach Slab (Major Road)

Payment for furnishing all materials, labor and excavation necessary to construct the approach slab, including the timber header, sleeper slab, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Major Road) per square yard.

(K1.14a) Use for Bridge Approach Slab (Minor) – Concrete Slab Only

Payment for furnishing all materials, labor and excavation necessary to construct the concrete bridge approach slab, including the timber header, underdrain, Type 5 aggregate base, joint filler and all other appurtenances and incidental work as shown on this sheet, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor) per square yard.

(K1.14b) Use for Bridge Approach Slab (Minor) – Asphalt Slab Only

Payment for furnishing all materials, labor and excavation necessary to construct the asphalt bridge approach slab, including tack, curb and Type 5 aggregate base within the pay limits shown, complete in place, will be considered completely covered by the contract unit price for Bridge Approach Slab (Minor) per square yard.

(K1.15) Use for Bridge Approach Slab (Major Road) and Bridge Approach Slab (Minor Road) – Concrete Slab Only

For concrete approach pavement details, see roadway plans.

(K1.16) Use for Bridge Approach Slab (Major Road)

See Missouri Standard Plan 609.00 for details of Type A curb.

(K1.17) Use for Bridge Approach Slab (Minor Road) – Asphalt Slab Only

See Missouri Standard Plan 609.00 for details of Type S curb.

(K1.18)

With the approval of the engineer, the contractor may crown the bottom of the approach slab to match the crown of the roadway surface.

(K1.19) [MS Cell] Use boxed note for Bridge Approach Slab (Minor Road)

MoDOT Construction personnel will indicate the bridge approach slab used for this structure:
Concrete Bridge Approach Slab
Asphalt Bridge Approach Slab

(K1.20)

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