Difference between revisions of "751.50 Standard Detailing Notes"

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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.  
 
|'''<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.  
 
|-
 
|-
|Please refer to  [[media:751.50 Copying Detailing Notes.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
+
|Please refer to  [[media:751.50 Copying Detailing Notes May 2014.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
 
|}
 
|}
 +
'''Underlined Portions of Notes:'''  Underlined portions of standard detailing notes that are not applicable may be omitted.
 +
  
 
== A. General Notes ==
 
== A. General Notes ==
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
=== A1. Design Specifications, Loadings & Unit Stresses and Standard Plans===
  
'''Omit parts not applicable; Omit parts underlined when not applicable.'''
+
'''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]].'''
  
'''(A1.1) Use the following note on LRFD plans.'''
+
:'''General Notes:'''
  
'''Use for all standard culverts and culverts 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. '''
+
::'''  Design Specifications:'''
:'''GENERAL NOTES:'''
+
:::A1.1
::'''Design Specifications: '''
+
 
 +
::'''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
 
:::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.'''
  
'''Use for all LRFD bridge final designs initiated on or after March 1, 2013, excluding those designated as culverts-bridge.'''
+
:::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>)
:'''GENERAL NOTES: '''
 
::'''Design Specifications: '''
 
:::2012 AASHTO LRFD Bridge Design Specifications (6th Ed) and 2013 Interim Revisions
 
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed) and 2012 Interim Revisions</u> (<u>Seismic</u> <u>Seismic</u> <u>Details</u>)
 
 
:::<u>Seismic Design Category = _ </u>   
 
:::<u>Seismic Design Category = _ </u>   
:::<u>Seismic Peak Horizontal Ground Acceleration = _ </u>  
+
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
:::<u>2002 AASHTO LFD (17th Ed) Standard Specifications</u> (<u>Seismic</u> <u>Seismic</u> <u>Details</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>Seismic Performance Category = _</u>
 
:::<u>Acceleration Coefficient = _ </u>   
 
:::<u>Acceleration Coefficient = _ </u>   
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''Use for all LRFD bridge final designs initiated before March 1, 2013, excluding those designated as culverts-bridge. '''
+
'''Use for all LRFD bridge final designs initiated before June 1, 2020.'''
  
:'''GENERAL NOTES:'''
+
:::2017 AASHTO LRFD Bridge Design Specifications (8th Ed.)
::'''Design Specifications:'''
+
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
:::2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions
 
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed) and 2012 Interim Revisions</u> (<u>Seismic</u> <u>Seismic</u> <u>Details</u>)
 
 
:::<u>Seismic Design Category = _ </u>   
 
:::<u>Seismic Design Category = _ </u>   
:::<u>Seismic Peak Horizontal Ground Acceleration = _ </u>  
+
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
:::<u>2002 AASHTO LFD (17th Ed) Standard Specifications</u> (<u>Seismic</u> <u>Seismic</u> <u>Details</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>Seismic Performance Category = _</u>
 
:::<u>Acceleration Coefficient = _ </u>
 
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''Use the following note on plans when repairing concrete deck.'''
+
'''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>
 +
 
 +
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 +
<div id="(A1.2) Design Loading:"></div>
 +
 
 +
 
 +
'''(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:||<u>Simply-Supported</u>, <u>Non-Composite</u> for dead load.<br/><u>Continuous</u> <u>Composite</u> 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 for all LFD bridge final designs.'''
 
'''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 LFD (17th Ed) Standard Specifications
+
::<u>Defense Transporter Erector Loading</u> <u>(5)</u>  
::<u>2002 AASHTO LFD (17th Ed) Standard Specification</u> (<u>Seismic</u> <u>Seismic</u> <u>Details</u>)  
+
::Earth 120 lb/cf, Equivalent Fluid Pressure <u>(2)</u>  
::<u>Seismic Performance Category = _</u>
 
::<u>Acceleration Coefficient = _ </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:||<u>Simply-Supported</u>, <u>Non-Composite</u> for dead load. <br/><u>Continuous</u> <u>Composite</u> 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.)".
  
'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''
+
(3) Use with all prestressed concrete structures. Omit underline portions for single spans.  
  
:'''Design Unit Stresses:'''
+
(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)||<u>fc = 1,200</u>||<u>f'c = 3,000</u>||psi
+
|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-2 Concrete (Drilled Shafts & Rock Sockets)||<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 (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||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; 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-1 Concrete (Substructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Box Culvert)|| ||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 (Barrier)|| ||valign="bottom"| 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 Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|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)]]
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</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 Sheets No. _ <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.'''
(3) Slabs, diaphragms or beams poured integrally with the slab.
+
:::'''Standard Plans:'''
 
+
::::703.37, 703.85, 703.86, and 703.87
Note to Detailer: Use f'c and fy for Load Factor Design.
+
 
 
+
<center>
=== A2. Concrete Box Culverts and Other Type Structures ===
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
 +
|-
 +
|Guidance: <br/>
 +
- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).<br/>
 +
- Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features.<br/>
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
! style="background:#BEBEBE"| Standard Plan!! style="background:#BEBEBE"|When Applicable
 +
|-
 +
|703.10 thru 703.87 ||width="300"|Culvert Standards in Accordance with [[750.7 Non-Hydraulic Considerations#750.7.4.1 Standard Plans|EPG 750.7.4.1 Standard Plans ]]
 +
</center>
 +
|}
 +
</center><br/>
 +
- Examples for exclusion (no need to include):<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 606.60: guardrail transition – roadway item<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 706.35 Bar Supports for Concrete Reinforcement<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction<br/>
 +
|}
 +
</center>
 +
 
 +
=== A2. Concrete Box Culverts and Other Type Structures ===
  
 
'''All Boxes'''
 
'''All Boxes'''
Line 156: Line 205:
 
'''(A2.1) Designer shall check with Structural Project Manager if the 6” dimension should be increased for soft rock and shale. '''
 
'''(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 172: 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 184: 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 190: 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 200: 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)'''
:Filter cloth three feet in width and double thickness shall be centered on transverse joints in top slab and sidewalls with edges sealed with mastic or two sided tape.  Filter cloth shall be a subsurface drainage geotextile in accordance with Sec 1011. Cost of furnishing and installing filter cloth will be considered completely covered by the contract unit price for other items.
+
:Filter cloth 3 feet in width and double thickness shall be centered on transverse joints in top slab and sidewalls with edges sealed with mastic or two sided tape.  Filter cloth shall be a separation geotextile in accordance with Sec 1011. Cost of furnishing and installing filter cloth will be considered completely covered by the contract unit price for other items.
 +
<div id="(A2.10)"></div>
  
 
'''(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.
  
  
 
'''(A2.11)'''
 
'''(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.
 
: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.
 
  
  
Line 234: Line 280:
 
'''(A2.16) '''
 
'''(A2.16) '''
  
:If any part of the barrel is exposed, the roadway fill slope shall be warped to provide 12 inches minimum cover. (Roadway Item)
+
: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 240: 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 261: 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.
 +
 
 +
'''(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>.
 +
 
 +
<div id="Traffic Handling:"></div>
 +
'''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 [[751.1 Preliminary Design#751.1.2.6 Vertical and Horizontal Clearances|EPG 751.1.2.6 Vertical and Horizontal Clearances]].'''
 +
 +
: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>.
 +
 
  
 +
'''(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>
  
{|style="padding: 0.3em; margin-right:15px; border:1px solid #a9a9a9; text-align:center; font-size: 95%; background:#E75858" width="310px" align="left"  
+
::{| style="margin: 1em auto 1em auto"  
 
|-
 
|-
|'''STRUCTURAL STEEL PROTECTIVE COATINGS'''
+
|(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"|
 
|}
 
|}
  
 +
=== A4. Protective Coatings ===
  
 
+
====A4a. Structural Steel Protective Coatings====
 
 
'''[A4a thru A4c Notes Series]'''
 
  
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".  
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".  
  
 +
=====A4a1. <u>Steel Structures- Nonweathering Steel</u>=====
  
====A4a. <u>Steel Structures- Nonweathering Steel</u>====
+
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
  
'''[A4a Notes Series]'''
+
'''(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. '''
  
'''<u>Coating New Steel (Notes A4a.1 – A4a.6)</u>'''
+
: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.
  
'''(A4a.1) '''
+
'''(A4a1.2) '''
  
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1081.
+
: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.  
  
'''(A4a.2) '''
+
'''(A4a1.3) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price for the fabricated structural steel. Tint of the prime coat for System <u>G</u> <u>I</u> shall be similar to the color of the field coat to be used.  
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
  
'''(A4a.3) The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence'''.
+
'''(A4a1.4) The coating color shall be as specified on the Design Layout. When note (A4a1.3) is used, omit the 2<sup>nd</sup> sentence'''.
  
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>"Finish Field Coat (System G)"</u> <u>"Finish Field Coat (System I)"</u>.  
+
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.  
  
'''(A4a.4) When System I is specified, omit the underlined part.'''
+
'''(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 <u>intermediate field coat and</u> finish field coat may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.  
 
:At the option of the contractor, the <u>intermediate field coat and</u> finish field coat may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.  
  
'''(A4a.5) Use for structures with Access Doors'''
+
'''(A4a1.6) Use for structures with Access Doors'''
  
:Structural steel access doors shall be cleaned and coated in the shop or field with 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.  
+
: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.  
  
'''(A4a.6) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
+
'''(A4a1.7) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
 
   
 
   
 
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.  
 
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.  
  
'''<u>Recoating Existing Steel (Notes A4a.1, A4a.3, A4a.7 - A4a.9) </u>'''
+
<div id="(A4a1.8.1) Place"></div>
 +
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
  
'''(A4a.1) Use same note A4a.1 (repeated here for completeness) for existing steel as for new steel.'''
+
:'''(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.
  
Protective Coating: System <u>G</u> <u>I</u> in accordance with 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.
  
'''(A4a.3) Use same note A4a.3 (repeated here for completeness) for existing steel as for new steel. The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence.'''
+
:'''(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.)'''
 
+
<center>
: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>.
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
+
|-
'''(A4a.7) '''
+
!colspan="4"|Estimated Quantities
 
+
|-
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G, H or I)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".  
+
!Item||Substr.||Superstr.||Total
 +
|-
 +
|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.
 +
 
 +
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''
 +
 
 +
'''(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.'''  
 +
 
 +
: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.
  
'''(A4a.8) '''
+
'''(A4a1.10) Use primer specified on the Design Memorandum.'''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for “Field Application of Inorganic Zinc Primer". Tint of the prime coat for System G I shall be similar to the color of the field coat to be used.  
+
: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.
  
'''(A4a.9) Use for recoating truss bridges.  '''
+
'''(A4a1.11) '''
  
:'''Guidance: 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. (Create a colored text box similar to what was done for delineator note.)'''
+
: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.
  
: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.  
+
'''(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.'''
  
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
+
: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>.
'''<u>Overcoating Existing Steel (Notes A4a.10 – A4a.16)</u> '''
 
  
'''(A4a.10) '''
+
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
  
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 
: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".  
 
  
'''(A4a.11) '''
+
'''(A4a1.14) Use for recoating truss bridges.  '''
  
: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".  
+
{|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.
 +
|}
  
'''(A4a.12) Use when a prime coat is not required. '''
+
: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.  
  
:Prime Coat: Prime coat shall not be required.
+
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
 +
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''
  
'''(A4a.13) Use when prime coat is noted on the Bridge Memorandum as required. '''
+
'''(A4a1.21) Include underlined portion when overcoating an existing vinyl coating (System C).'''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Primer".  
+
:Protective Coating: System G in accordance with Sec 1081 <u>except thinners are not permitted</u>.
  
'''(A4a.14) '''
+
'''(A4a1.22) '''
  
: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".
+
: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="(A4a.15) Use when two different new coating systems are used. Show detail on plans."></div>
+
'''(A4a1.23) '''
'''(A4a.15) Use when two different new coating systems are used. Show detail on plans.'''
 
  
:Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate field coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
+
: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).
  
'''(A4a.16) Use when new coating system overlaps existing coating system. Show detail on plans.'''
+
'''(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.
 
: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.
  
====A4b. <u>Steel Structures- Weathering Steel</u>====
+
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
  
'''[A4b Notes Series]'''
+
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
  
'''<u>Coating New Steel (Notes A4b.1 - A4b.3) </u>'''
+
'''(A4a2.1) '''
  
'''(A4b.1) '''
+
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1080.  
  
:Protective Coating: System H 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.
  
'''(A4b.2) '''
+
'''(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.  
 
: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.  
  
'''(A4b.3) '''
+
'''(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.  
 
: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.  
  
'''<u>Recoating Existing Steel (Notes A4b.1, A4b.4 A4b.6) </u>'''
+
'''<u>Recoating Existing Steel (A4a2.10 A4a2.13) </u>'''
  
'''(A4b.1) Use same note A4b.1 (repeated here for completeness) for existing steel as for new steel.'''
+
'''(A4a2.10)'''
  
:Protective Coating: System H in accordance with Sec 1080.
+
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1080.
  
'''(A4b.4) '''
+
'''(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)". 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".  
+
: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.  
  
'''(A4b.5) '''
+
'''(A4a2.12)'''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>". Tint of the prime coat for System H shall be similar to the color of the field coat to be used.  
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of <u>Inorganic</u> <u>Organic</u> Zinc Primer.
  
'''(A4b.6) Use same note A4.3 (repeated here for completeness) for existing steel as for new steel. The coating color shall be as specified on the Design Layout. '''
+
'''(A4a2.13) 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 <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System H)". 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 H)".
+
: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>).
  
====A4c. <u>Miscellaneous</u>====
+
=====A4a3. <u>Miscellaneous</u>=====
  
'''[A4c Notes Series]'''
+
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
  
'''(A4c.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
+
: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.  
  
: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.  
+
'''(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.)'''
  
'''(A4c.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 <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.
  
: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".
+
====A4b. Concrete Protective Coatings====
  
====A4d. Concrete Protective Coatings====  
+
=====A4b1. Concrete Protective Coatings=====
 
 
'''[A4d Note Series]'''
 
  
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".  
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".  
  
'''(A4d.1) Use note with weathering steel structures. '''
+
'''(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.  
 
: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.  
  
'''(A4d.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
+
'''(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
  
 
: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.  
 
: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.  
  
'''(A4d.3) Use note when specified on Design Layout.'''
+
'''(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.  
 
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.  
  
'''(A4d.4) Use note when specified on Design Layout. '''
+
'''(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.
 
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
Line 439: Line 544:
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
 
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
  
'''(A5.1) Use on all grade separations.'''
+
'''(A5.1) Use the following note on all structures that contains non-redundant Fracture Critical Members (FCM).'''
: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 as specified on the Design Layout. '''
+
: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].
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.
 
  
 
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
 
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
Line 449: Line 552:
  
 
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
 
'''(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 <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.
+
: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 when structure will be closed during construction as specified on the Design Layout.'''
+
::{| style="margin: 1em auto 1em auto" align="left"
:Structure to be closed during construction.
+
|-
 +
|(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.
 +
|}
  
<div id="A5-notes"></div>
+
<div id="(A5.6)"></div>
(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) <font color="purple">[MS Cell]</font color="purple"> 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 ==
 
== B. Estimated Quantities Notes ==
Line 473: Line 582:
 
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
: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)'''
+
'''(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.
 
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
  
'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''
+
'''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.)'''
 
'''(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.
 
: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)'''
+
'''(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>.
+
: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>.
 
 
 
 
'''Integral End Bents'''
 
  
 
'''(B1.5)'''
 
'''(B1.5)'''
: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>.
+
: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>.
  
  
Line 495: Line 601:
  
 
'''(B1.5.1)'''
 
'''(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 <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
+
: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>.
  
 
'''(B1.5.2)'''
 
'''(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>.
+
: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>.
  
  
Line 504: Line 610:
  
 
'''(B1.5.3)'''
 
'''(B1.5.3)'''
: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>.
+
: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)'''
 
'''(B1.5.4)'''
: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 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>.
  
  
Line 513: Line 619:
  
 
'''(B1.6)'''
 
'''(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 Abutments.
+
: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.
 
 
  
 +
<div id="(B1.7)"></div>
 
'''End Bents with Expansion Device'''
 
'''End Bents with Expansion Device'''
  
Line 524: Line 630:
 
'''Sidewalk'''
 
'''Sidewalk'''
  
'''(B1.8)'''
+
'''(B1.8)'''  
 
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
 
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
  
Line 556: Line 662:
 
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
 
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
  
==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====
+
<div id="(B1.9.7) Use"></div>
 +
 
 +
==== B1b. Excavation, Sway Bracing====
  
  
Line 582: Line 690:
 
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
 
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
  
 
'''Structures Having Neoprene Bearing Pads'''
 
 
'''(B1.14)  Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
 
:<u>Plain</u> <u>Laminated</u> Neoprene Bearing Pads <u>(Tapered)</u> shall be in accordance with Sec 716.
 
  
 
=== B2. Welded Wire Fabric ===
 
=== B2. Welded Wire Fabric ===
Line 653: Line 756:
 
|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:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
+
|align="right"|
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
+
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Type D Barrier  
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|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;
Line 667: Line 770:
 
|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:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
+
|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-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-right:1px solid black"|&nbsp;
Line 684: Line 787:
  
 
{|
 
{|
|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.
+
|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)'''
 
'''(B3.2)'''
: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>).
+
: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]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
+
|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.
 
|}
 
|}
  
'''(B3.3)'''
 
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.
 
  
 +
'''(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.'''
 +
: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.
  
{|
+
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
|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.
+
: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>.
|}
+
 
 +
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
  
 +
'''(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.
  
'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''
+
'''(B3.8) Place a * next to supplementary wearing surface material in the quantity box and add the following note under the estimated quantities box.'''
  
'''(B3.4)'''
+
:<font color = "white">(</font color = "white">'''*''' Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.
: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.'''
+
'''(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.'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.
 
  
'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
+
:<font color = "white">(</font color = "white">'''**''' The minimum allowable water usage shall be 55 gallons per minute.
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.
 
  
 
+
==== B3b. Box Culverts====
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
 
 
 
'''(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 ====
 
  
 
Estimated Quantities Table for Box Culverts
 
Estimated Quantities Table for Box Culverts
Line 730: Line 826:
  
 
'''(B3.11) <font color="purple">[MS Cell]</font color="purple">'''
 
'''(B3.11) <font color="purple">[MS Cell]</font color="purple">'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:{|border="1" style="text-align:center; border:3px solid black" cellpadding="5" cellspacing="0"
|-
 
!rowspan="2" | &nbsp;
 
!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
 
|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>
+
!width="300" colspan=2 |Estimated Quantities||width="100"|Final Quantities
|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>
+
| align="left"| Class 4 Excavation||cu. yard||
|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"|Class B-1 Concrete<br/>(Culverts-Bridge)'''*'''||cu. yard||
|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"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
|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;
 
 
|}
 
|}
 
  
 
<math>\, *</math> Note to Detailer:
 
<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 Class B-1 Concrete (Culverts).
+
: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 ====
+
==== 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.
 
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'''
 
'''(B3.21) <font color="purple">[MS Cell]</font color="purple"> Table of Slab Quantities'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
Line 785: Line 857:
 
|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: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;"|Reinforcing Steel
 
|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: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;"|Reinforcing Steel (Epoxy Coated)
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
Line 794: Line 862:
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px 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;
 
|}
 
|}
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'''".
+
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'''".
  
"'''Reinforced Concrete Slab Overlay'''" shall be used with prestressed concrete voided slab beams, prestressed concrete box beams and prestressed double-tees.
+
"'''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)'''
+
'''(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 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 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.
+
: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.
  
 
'''(B3.23)'''
 
'''(B3.23)'''
Line 808: Line 877:
 
:Slab shall be cast-in-place with conventional forms or stay-in-place corrugated steel forms. Precast prestressed panels will not be permitted.
 
: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 [[751.10 General Superstructure#751.10.15 Deck Concrete Finishing|EPG 751.10.15 Deck Concrete Finishing]].'''
+
'''(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.
 
:Bridge deck surface may be finished with a vibratory screed.
  
'''Stay-In-Place Forms:'''
+
'''Stay-In-Place Corrugated Steel Forms:'''
  
 
'''(B3.30)'''
 
'''(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.  
+
: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)'''
 
'''(B3.31)'''
Line 821: Line 890:
  
 
'''(B3.32)'''
 
'''(B3.32)'''
: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.
+
: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>
  
 +
'''(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 <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.
  
 
'''Precast Prestressed Panels:'''
 
'''Precast Prestressed Panels:'''
  
'''(B3.40)'''
+
'''(B3.40) Use for skewed structures.'''
: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.
+
: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.
  
'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
+
'''(B3.41) Use for concrete structures.'''
 
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
 
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
  
 
'''(B3.42)'''
 
'''(B3.42)'''
: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>.
+
: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>.
  
 
==== B3d. Asphalt Wearing Surfaces ====
 
==== B3d. Asphalt Wearing Surfaces ====
  
The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.
+
'''(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.'''
 
 
 
 
'''(B3.50) <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"
 
|-
 
|-
 
|rowspan="2"|&nbsp;
 
|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"|Alternate Asphaltic<br/>Concrete Wearing Surface
+
!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
 
|width="175pt"|&nbsp;
 
|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
 
!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>\sqrt{}</math>)
+
!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>
 
|<math>\,*</math>
Line 868: Line 941:
 
|-
 
|-
 
|&nbsp;
 
|&nbsp;
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
+
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used ()".
 
|}
 
|}
 
  
 
{|
 
{|
 
|valign="top"|<math>\, *</math>
 
|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.
+
|'''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;
 
|&nbsp;
|See the Design Layout for the asphalt binder 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)'''
+
'''(B3.53) The first sentence is not required if B3.50 is not required.'''
: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.
+
:<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.
  
 
'''(B3.54)'''
 
'''(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 overlay and longitudinally from end of slab to end of slab.
+
: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)'''
 
'''(B3.56)'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
+
:Payment for Optional Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
 
 
== C. Reinforcing Steel Notes ==
 
  
 +
'''(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.'''
  
=== C1. Bill of Reinforcing Steel ===
+
:{|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.
 +
 
 +
== C. Reinforcing Steel Notes ==
 +
 
 +
 
 +
=== C1. Bill of Reinforcing Steel ===
  
 
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
 
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
Line 942: Line 1,042:
 
'''(C1.14)'''
 
'''(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.
 
: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)'''
 
'''(C1.15)'''
Line 950: Line 1,051:
 
'''EPOXY COATED REINFORCING STEEL'''
 
'''EPOXY COATED REINFORCING STEEL'''
  
'''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.
+
'''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]].
 
 
(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.
 
 
 
 
 
'''(C1.16)'''
 
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.
 
 
 
<div id="(1)b"></div>
 
(1) Bar mark of bars for which additional bars have been included.
 
  
 
=== C2. Prestressed Girders, Beams & Panels ===
 
=== C2. Prestressed Girders, Beams & Panels ===
Line 965: Line 1,057:
 
'''C2a. Notes for Girders, Beams and Panels  '''
 
'''C2a. Notes for Girders, Beams and Panels  '''
  
Place the C2a notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropriate.  
+
Place the C2a notes below or near the table "'''Bill of Reinforcing Steel - Each <u>Girder</u> <u>Beam</u>'''" or under the heading "'''Reinforcing Steel'''" when appropriate.  
  
'''(C2a.1) '''
+
'''(C2a.1) Use underline portion when bending diagrams are detailed as such.'''
:All dimensions <u>in bending diagram</u> are out to out.
+
:All dimensions are out to out. <u>Use symmetry for dimensions not shown.</u>  
  
 
'''(C2a.2) '''
 
'''(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.  
 
: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 <u>bar</u> for NU-girders and exclude <u>to the nearest inch</u> for WWR reinforced NU-girders. '''  
+
'''(C2a.3) Add <u>bar</u> for NU-girders. Note is no longer used for P/C P/S panels. '''  
 
:Actual <u>bar</u> lengths are measured along centerline of bar to the nearest inch.   
 
:Actual <u>bar</u> lengths are measured along centerline of bar to the nearest inch.   
  
Line 980: Line 1,072:
 
Place the C2b notes below the C2a notes.   
 
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.  '''
+
'''(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>.   
 
:Minimum clearance to reinforcing shall be 1" <u>unless otherwise shown</u>.   
  
Line 986: Line 1,078:
 
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>.   
 
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>.   
  
'''(C2b.10) Add <u>bar</u> for NU-girders.  '''
+
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T.  '''
 
:All <u>bar</u> reinforcement shall be Grade 60.   
 
:All <u>bar</u> reinforcement shall be Grade 60.   
 
'''(C2b.11) Use only for NU-girders.  '''
 
:Welded Wire Reinforcement (WWR) shall be in accordance with AASHTO M 221.
 
  
 
'''(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders.  '''
 
'''(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders.  '''
 
:The two D1 bars may be furnished as one bar at the fabricator's option.  
 
:The two D1 bars may be furnished as one bar at the fabricator's option.  
  
'''(C2b.30) Use for all girders and beams except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most like will need to add more bars if girder steps exists.  '''
+
'''(C2b.30) Use for all girders except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exist.  '''
  
 
:All B1 <u>and C1</u> bars shall be epoxy coated.   
 
:All B1 <u>and C1</u> bars shall be epoxy coated.   
  
'''(C2b.31) Use only for WWR reinforced NU-girders ''''
+
'''(C2b.31) Use only for WWR reinforced NU-girders'''
 
:WWR shall not be epoxy coated.   
 
:WWR shall not be epoxy coated.   
  
 
'''(C2b.32) Use only for double-tee girders.  '''
 
'''(C2b.32) Use only for double-tee girders.  '''
 
:All S and U reinforcing bars shall be epoxy coated.  
 
:All S and U reinforcing bars shall be epoxy coated.  
 +
 +
'''(C2b.33) Use only for spread and adjacent beams.'''
 +
:All S2 bars shall be epoxy coated.
 
   
 
   
 
'''C2c. Additional Notes for Prestressed Panels '''
 
'''C2c. Additional Notes for Prestressed Panels '''
Line 1,016: Line 1,108:
  
 
'''(C2c.3) '''
 
'''(C2c.3) '''
: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 ensure proper handling, may be used in lieu of the #3-P2 bars shown. Wire or bar 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.  
+
: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) '''
 
'''(C2c.4) '''
:The reinforcing steel shall be tied securely to the 3/8"ø strands with the following maximum spacing in each direction:  
+
: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.  
+
:: #3-P2 bars at 16 inches.
:Welded wire fabric or welded deformed bar mats at 2'-0".  
+
::WWR at 24 inches.  
  
 
'''(C2c.5) '''
 
'''(C2c.5) '''
: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.  
+
: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) '''
 
'''(C2c.6) '''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
+
:Minimum reinforcement steel length shall be 2'-0".
  
=== C3. Mechanical Bar Splices ===
+
== D. Temporary Bridge (Notes for Bridge Standard Drawings)==
  
Place the following note near mechanical bar splice detail.
 
  
'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
+
=== D1. General ===
: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 joint.  No 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>.
 
  
'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''
+
Place the following notes on the front sheet.
 
 
== D. Temporary Bridge Notes ==
 
  
 +
'''(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. General ===
+
'''(D1.2) Use for bolts and studs: '''
  
Place the following notes on the front sheet.
+
:(D1.2a) All bolts shall be ASTM F3125 Grade A325 Type <u>3,</u> except as noted.  
  
'''(D1.1)'''
+
:(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.
:Timber:
 
:&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.
 
  
'''(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 1,077: 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 as shown.  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.'''
  
Fill at Pile Cap End Bents (All pile cap end bents)
+
See special provisions.
 
+
 
'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
+
<center>
: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.
+
{|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.
 +
 
 +
'''(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.
  
 
=== E2. Foundation Data Table ===
 
=== E2. Foundation Data Table ===
Line 1,093: Line 1,197:
 
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) <font color="purple">[MS Cell] (E2.1A, E2.1B, E2.1C and E2.1D)</font color="purple"> (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.  Remove the rows CIP Type and CIP Standard Plan if CIP piles are not used.)'''
+
'''(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.) '''
  
 
<center>
 
<center>
:{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
 +
|-
 +
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
 +
|-
 +
!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
 +
|-
 +
|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
 +
|-
 +
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
 
|-
 
|-
!colspan="8"|Foundation Data
+
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
 
|-
 
|-
!Type!!colspan="2"| Design Data!!Bent No. 1<br/><u>(Detached wing walls only)</u>!!Bent No. 1<br/><u>(Except Detached wing walls)</u>!!Bent No. 2!!Bent No. 3!!Bent No. 4
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
 
|-
 
|-
|rowspan="10"|Load Bearing Pile||colspan="2"|Pile Type and Size||CIP 14”||CIP 14”|| CIP 16”||HP 12x53||HP 10x42
+
|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
 
|-
 
|-
|colspan="2"|CIP Type||Foundation|| Foundation|| Trestle|| - || -
+
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
 
|-
 
|-
|colspan="2"|CIP Standard Plan|| [http://www.modot.mo.gov/business/standards_and_specs/documents/70202.pdf 702.02] ||[http://www.modot.mo.gov/business/standards_and_specs/documents/70202.pdf 702.02]||[http://www.modot.mo.gov/business/standards_and_specs/documents/70202.pdf 702.02]|| -|| -
+
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
 
|-
 
|-
|colspan="2"|Number, ea||6||8||15||12|| 6
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
 
|-
 
|-
|colspan="2"|Approximate Length per Each, ft||50|| 50||60||67|| 53
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
 
|-
 
|-
|colspan="2"|Pile Driving Verification Method||Dynamic Pile<br/>Testing||Dynamic Pile<br/>Testing|| Modified<br/>Gates<br/>Formula||Modified<br/>Gates<br/>Formula || Modified<br/>Gates<br/>Formula
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
 
|-
 
|-
|colspan="2"|<u>Design Bearing</u><sup>'''1'''</sup> &nbsp;  <u>Minimum Nominal</u> <br/> <u>Axial Compressive Resistance</u>, kip||157||157|| 181|| 480|| 442
+
|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
 
|-
 
|-
|colspan="2"|Minimum Tip Penetration (Elev.), ft|| 303|| 303|| 285|| - || -
+
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
 
|-
 
|-
|colspan="2"|Criteria for Minimum Tip Penetration || Minimum Embedment||Minimum Embedment||Scour|| -|| -
+
|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|| -
 
|-
 
|-
|colspan="2"|Hammer Energy Required, ft-lb||8,200||8,200||9,900||15,400|| 14,200
+
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
 
|-
 
|-
|rowspan="2"|Spread<br/>Footing||colspan="2"|Foundation Material|| - || - ||Shale|| Rock|| -
+
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
 
|-
 
|-
|colspan="2"|<u>Design Bearing</u>&nbsp; <u>Minimum Nominal</u><br/><u>Bearing Resistance</u>, ksf|| - || - ||10.2||22.6|| -
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
 
|-
 
|-
|rowspan="8"|Rock<br/>Socket<br/>||colspan="2"| Number, ea|| - || - ||2|| 2|| -
+
| 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"|Layer 1|| Foundation Material|| -|| -|| Rock|| Rock|| -
+
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
 
|-
 
|-
|Elevation Range, ft|| -|| -|| 410-403|| 410-398|| -
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -  
 
|-
 
|-
|<u>Design Side Friction</u> &nbsp;<u>Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>, ksf|| -|| -||20.0|| 20.0|| -
+
| 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|| - || -
 
|-
 
|-
|rowspan="3"|Layer 2|| Foundation Material|| -|| - || Shale|| - || -
+
|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|| -
 
|-
 
|-
|Elevation Range, ft|| -|| -|| 403-385 || -|| -
+
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
 
|-
 
|-
|<u>Design Side Friction</u> &nbsp;<u> Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>, ksf|| -|| -||9.0|| -|| -
+
|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="2"|<u>Design End Bearing</u> &nbsp; <u>Minimum Nominal Axial Compressive Resistance (Tip Resistance)</u>, ksf|| -|| -||12||216|| -
+
|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
 
|-
 
|-
|colspan="8" align="left"|'''<sup>1</sup>''' 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  
+
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
 +
|}
 +
 
 +
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
|colspan="8" align="left"|'''Additional notes:'''<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
+
| 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/>
 +
DT = Dynamic Testing<br/>
 +
DF = FHWA-modified Gates Dynamic Pile Formula<br/>
 +
WEAP = Wave Equation Analysis of Piles<br/>
 +
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  
 
|}
 
|}
 +
  
 
</center>
 
</center>
Line 1,153: Line 1,275:
 
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
 
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
 
|-
 
|-
|rowspan="18"| || rowspan="3"|Pile Driving Verification Method ||width="350px"|Modified Gates Formula
+
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula  
 
|-
 
|-
|Dynamic Pile Testing
+
|DT = Dynamic Testing  
 
|-
 
|-
|Other Method
+
|WEAP = Wave Equation Analysis of Piles
 +
|-
 +
|SLT = Static Load Test
 
|-
 
|-
 
|colspan="7"  style="background:#BEBEBE"|
 
|colspan="7"  style="background:#BEBEBE"|
Line 1,177: Line 1,301:
 
|colspan="7"  style="background:#BEBEBE"|
 
|colspan="7"  style="background:#BEBEBE"|
 
|-
 
|-
|Hammer Energy Required ||See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
+
|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.)'''
|-
 
|colspan="7" style="background:#BEBEBE"|
 
 
|-
 
|-
 
|colspan="3"|'''For LFD Design'''
 
|colspan="3"|'''For LFD Design'''
Line 1,190: Line 1,312:
 
|}
 
|}
  
'''Shallow Footings (When specified on the Design Layout.)'''
+
'''Shallow Footings '''
  
'''(E2.10)'''
+
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''
  
 
: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.
 
: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.
Line 1,199: Line 1,321:
  
 
'''(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).
  
'''(E2.25) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. This represents converting the Design Bearing to a Minimum Nominal Axial Compressive Resistance, P, for use in the dynamic formula in accordance with Sec 702. Example: Considered only for widenings, repairs and rehabilitations.)'''
+
'''(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.) '''
  
:All  piling shall be driven to a minimum nominal axial compressive resistance equal to 3.5 times the Design Bearing as shown on the plans.
+
: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.'''
  
<div id="Drilled Shafts"></div>
+
:The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles.  Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.
'''Drilled Shafts'''
 
  
'''(E2.29)'''
 
:Thickness of permanent steel casing shall be <u>as shown on the plans and</u> in accordance with Sec 701.
 
  
'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
+
=== E3. Miscellaneous ===
:An additional 4 feet has been added to V-bar lengths and an 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" cts.
 
  
'''(E2.31) Note not required with drilled shafts for high mast tower lighting. Concrete coring may still be requested on the bridge plans as an additional method of integrity testing in special circumstances. Use appropriate pay item. (Please see the Assistant State Bridge Engineer.)'''
+
'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
 +
:<u>All bents are parallel.</u>
  
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
+
<div id="Boring Data"></div>
 +
'''Boring Data'''
  
'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
+
'''(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.)'''
:Drilling slurry, if used, shall require desanding.
+
:[[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.
 
 
'''(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 ===
 
 
 
'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
 
:<u>All bents are parallel.</u>
 
 
 
<div id="Boring Data"></div>
 
'''Boring Data'''
 
 
 
'''(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  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.___ 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 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.
 
 
 
'''(E3.4) (Place on the Boring Data Sheet)'''
 
:For location of borings see Sheet(s) No. <u> &nbsp; </u>.
 
  
 +
'''(E3.4) (Place on the Boring Data Sheet)'''
 +
: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) In the general elevation detail, the vertical clearance dimension callout shall be the following asterisked note placed near the detail. '''
 
 
'''(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.).
 
  
 +
:  <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 1,275: Line 1,380:
 
'''Bar placement in slabs''' (Notes E3.8 – E3.9)
 
'''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 curb bar. It may be that only one bar needs to be indicated for shifting.  
+
'''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.'''
 
'''(E3.8) Use note with detail drawing indicating which bars are to be shifted.'''
Line 1,309: Line 1,414:
  
 
'''(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.
  
  
Line 1,321: Line 1,426:
 
: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 (G1.7 thru G1.10)'''
 
'''Integral End Bents (G1.7 thru G1.10)'''
  
'''(G1.7) Second F bar required for skewed bents.'''
+
'''(G1.7) Place with part plan of end bent, second F bar required for skewed bents. '''
:The #6-F<u> &nbsp; &nbsp; </u><font color = "white">a</font color="white"> <u>and #6-F &nbsp; </u>  bars shall be bent in the field to clear <u>beams</u> <u>girders</u>.  
+
: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) Use for skewed bents. The #5-H bars are the approach slab anchorage bars embedded 15” into the end of slab. Modify note as needed when bent details are on multiple sheets. '''
+
'''(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, Pairs-V bars and #5-H<u> &nbsp; &nbsp; </u> bars shall be placed parallel to centerline of roadway.
+
:The U bars <u>and pairs of V bars</u> shall be placed parallel to centerline of roadway.
  
'''(G1.7.2) Use when a Modified Bridge Approach Slab (Roadway Item) is specified on the Bridge Memo. The #5-H bars are the approach slab anchorage bars embedded 15” into the end of slab. '''
+
'''(G1.8) Place with part plan of end bent.'''
:For use of #5-H<u> &nbsp; &nbsp; </u> bars, see roadway job special provisions.
 
 
 
'''(G1.8)'''
 
 
: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 detached wing walls when Reinforcing Steel (Epoxy Coated) is not 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) Use for P/S structures.'''
 
: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.
 
  
 +
'''(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) Use for steel structures without steel diaphragms at end bents.'''
 
'''(G1.10) Use for steel structures without steel diaphragms at end bents.'''
Line 1,373: Line 1,479:
  
 
:Holes for anchor bolts may be drilled into the substructure.  
 
:Holes for anchor bolts may be drilled into the substructure.  
 
'''(G1.15C) Use for substructure at open expansion device locations, galvanized corrugated steel pipe is not allowed.'''
 
 
:Anchor bolt wells shall not be formed with galvanized corrugated steel pipe.
 
  
  
 
'''Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
 
'''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 chairs will be considered completely covered by the contract unit price for <u>(a)</u>.
 
:Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for <u>(a)</u>.
Line 1,414: Line 1,516:
 
Reinforcing steel shall be shifted to clear chairs. <u>For details of chairs, see Sheet No. &nbsp;  </u>.  
 
Reinforcing steel shall be shifted to clear chairs. <u>For details of chairs, see Sheet No. &nbsp;  </u>.  
  
'''All Substructure Sheets with Pile Cap Bents. '''
+
'''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.___.
  
'''(G1.20) '''
 
:Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2". 
 
  
 
'''Miscellaneous (G1.41 thru G1.43) '''
 
'''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.'''
+
'''(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" or more, use 2 1/4" x 1/2" joint filler up vertical face.
+
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
 +
 
 +
'''(G1.41a) 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.
  
'''(G1.41) 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.'''
Line 1,432: Line 1,548:
 
'''(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 1,476: 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 ===
  
'''(G4.1) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(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 1,526: 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>.
  
'''Note to Detailer:'''<br/>Place substructure quantity table on right side of substructure bent sheet.
+
'''Drilled Shafts'''
  
=== G5. 20" and 24" CIP Piles ===
+
'''(G4.3) '''
 +
:All reinforcement in drilled shafts and rock sockets is included in the substructure quantities.
  
'''(Do not use without approval of Structural Project Manager or Liaison)'''
 
  
'''(G5.1)'''
+
=== G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)===
:All concrete for cast-in-place piles shall be Class B-1.
 
  
'''(G5.2)'''
 
: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)'''
+
====G5a Closed Ended Cast-in Place (CECIP) Concrete Pile====
: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.
 
  
'''(G5.4)'''
+
'''(G5a1)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.
+
:Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).
  
'''(G5.5)'''
+
'''(G5a2)'''
: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.
+
:Concrete for cast-in-place pile shall be Class B-1.
  
'''(G5.6)'''
+
'''(G5a3)'''
:Waterjetting will be permitted with 20" or 24" piles.
+
:Steel for closure plate shall be ASTM A709 Grade 50.
  
'''(G5.7)'''
+
'''(G5a4)'''
: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 for cruciform pile point reinforcement shall be ASTM A709 Grade 50.
  
'''(G5.8)'''
+
'''(G5a5)'''
:Note: INDICATE IN REMARKS COLUMN:
+
:Steel casting for conical pile point reinforcement shall be <u>ASTM A27 Grade 65-35</u> <u>ASTM A148 Grade 90-60</u>.
::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)'''
+
'''(G5a6)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.
+
: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.  
  
== H. Superstructure Notes ==
+
'''(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.
  
=== H1. Steel ===
+
'''(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.
  
'''Plate Girders - (Shop welding)'''
+
'''(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.
  
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
+
'''(G5a10)'''
: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.
+
: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.
  
'''Welded Shop Splices'''
+
'''(G5a12) '''
 +
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
'''(H1.1.1) Place near Welded Shop Splice Details.'''
+
'''(G5a13) '''
: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.
+
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''(H1.2) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(G5a14) '''
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.
+
: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.
  
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
 
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
 
  
  
'''Plate Girders with Camber'''
+
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
  
'''(H1.4) Place near the elevation of girder.'''
+
'''(G5b1)'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: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.
  
'''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).'''
+
'''(G5b4)'''
 +
: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>.
  
'''(H1.5)'''
+
'''(G5b5)'''
: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.
+
: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.
  
'''(H1.6)'''
+
'''(G5b6)'''
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
+
: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.  
  
'''(H1.6.1)'''
+
'''(G5b7a) Use the following note for seismic category A'''
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier curb</u>.
+
: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.
  
'''(H1.7)'''
+
'''(G5b8)'''
:<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.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''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.
+
'''(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.
  
'''Bolted Field Splices for Plate Girders and Wide Flange Beams (All Structural Steel including Weathering Steel)'''
+
'''(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.
  
'''Place the following notes near detail of bolted field splice:'''
 
  
'''(H1.8)'''
+
===G6. As-Built Pile and Drilled Shaft Data===
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
 
  
'''(H1.8.1)'''
+
'''(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.'''  
:Use 7/8ӯ high strength bolts with 15/16ӯ holes.
 
  
 +
:Indicate in remarks column:
  
'''Structures without Longitudinal Section'''
+
:A. Pile type and grade
  
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
+
:B. Batter
:Haunch slab to bear.
 
  
 +
:C. Driven to practical refusal
  
'''Top of End Bent Backwall (Without expansion device)'''
+
:D. PDA test pile
  
'''(H1.10)'''
+
:E. Minimum tip elevation controlled
:Two layers of 30# roofing felt.
 
  
 +
:(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.)
  
'''Section thru Spans'''
+
'''(G6.2) Use this note when only drilled shafts are shown on the sheet. '''
  
'''(H1.11) Place on the slab sheet when applicable.'''
+
:Indicate remarks in the remarks column.
: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>.
 
  
 +
'''(G6.3) '''
  
'''Web Stiffeners'''
+
:This sheet to be completed by MoDOT construction personnel.
  
'''(H1.12)'''
+
===G7. Steel HP Pile===
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
 
  
'''(H1.13)'''
+
'''(G7.1) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Splice Detail - Galvanized.'''
: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.
+
: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].
  
'''(H1.14)'''
+
'''(G7.2) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Seismic Anchor Detail.'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
+
: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.'''
  
'''(H1.15)'''
+
: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.
: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.
 
  
 +
===G8. Drilled Shaft===
 +
<div id="Drilled Shafts"></div> 
  
'''Wide Flange Beams - (Shop Welding)'''
+
'''(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 <u>as shown on the plans and</u> in accordance with Sec 701.
  
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
+
'''(G8.2) Note may not be required with drilled shafts for high mast tower lighting.'''
: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.
+
: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. '''
  
'''Shear Connectors'''
+
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
  
'''(H1.17) Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
+
'''(G8.4) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
: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.
+
:Drilling slurry, if used, shall require desanding.  
  
'''(H1.18)'''
+
'''(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.'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.
+
: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.
  
 +
'''(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.
  
'''Notch Toughness for Wide Flange Beams
+
== H. Superstructure Notes ==
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
 
:(Place the following note near the "Plan of Structural Steel".)'''
 
  
'''(H1.19)'''
 
:<math>\, *</math> Notch toughness is required for all wide flange beams.
 
  
 +
=== H1. Steel ===
  
'''(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".)'''
+
'''Plate Girders - (Shop welding)'''
  
'''(H1.20)'''
+
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
:<math>\, *</math> Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
+
: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
+
'''Welded Shop Splices'''
:'''(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)'''
+
'''(H1.1.1) Place near Welded Shop Splice Details.'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
+
: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.
:All web plates shall be subject to notch toughness requirements.
+
<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>
  
'''(H1.21.1)'''
+
'''(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.'''
: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.
 
  
 +
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
  
'''(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.)'''
 
  
'''(H1.22)'''
+
'''Plate Girders with Camber'''
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
 
  
 +
'''(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>.
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
 
  
'''(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.
 
+
|-
'''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.)'''
+
|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
 +
|}
  
'''Plan of Structural Steel'''
+
'''(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.
'''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 brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''Structures without Longitudinal Section'''
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''(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.
  
'''(H1.29)'''
 
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''Top of End Bent Backwall (Without expansion device)'''
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.10)'''
+
:Two layers of 30-lb roofing felt.
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
 
  
 +
'''Section thru Spans'''
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.11) Place on the slab sheet when applicable.'''
+
:For details of <u>barrier</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
 
  
 +
'''Web Stiffeners'''
  
'''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.)'''  
+
'''(H1.12)'''
 +
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
'''Plan of Structural Steel'''
+
'''(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.
  
'''(H1.36)'''
+
'''(H1.14)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: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.
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
 
  
'''(H1.37)'''
+
'''Wide Flange Beams - (Shop Welding)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brgSee Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
 
 +
'''(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 contractorPayweight in any case will be based on material shown on the design plans.
  
  
'''Structures on Vertical Curve'''
+
'''Shear Connectors'''
  
'''(H1.39)'''
+
'''(H1.17) Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
:Elevations shown are at top of web before dead load deflection.
+
: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)'''
 +
:Shear connectors shall be in accordance with [https://www.modot.org/missouri-standard-plans-highway-construction Sec 712, 1037 and 1080].
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
 
  
'''(H1.40)'''
+
'''Notch Toughness for Wide Flange Beams  (Do not use the following notes if member is labeled as fracture critical.)
: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 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.
  
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
 
  
'''(H1.40.1)'''
+
'''(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".)'''  
: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.
 
  
 +
'''(H1.20)'''
 +
:∗  Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
 
  
'''(H1.42)'''
+
'''Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)
: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.
+
:'''(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.)'''
  
'''(H1.45) Place near detail B and optional detail B with cross frame diaphragms. '''
+
'''(H1.21)'''
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".
+
:∗ ∗ ∗  Indicates flange plates subject to notch toughness requirements.
 +
:All web plates shall be subject to notch toughness requirements.
  
=== H2. Concrete ===
+
'''(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.
  
  
==== H2a. Continuous Slab ====
+
'''(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.) '''
  
'''(H2a.1) Use for voided slabs'''
+
'''(H1.22)'''
: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]].
+
:∗ ∗ ∗  Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to notch toughness requirements.
  
 +
<div id="(H1.23)"></div>
 +
'''(H1.23) Structural Steel for Wide Flange Beams and Plate Girder Structures'''
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
+
'''(H1.23a)'''
 +
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM).'''
|+(Do not show this table on plans)
+
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.
!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]]
+
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-plans-highway-construction Sec 1080].
!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]]
+
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
|-
+
 
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
+
'''Plan of Structural Steel and Elevation of Beams or Girders'''
|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"
+
'''(H1.24)'''
|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"
+
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
|-
+
 
|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"
+
'''Oversized Holes for Intermediate Diaphragms'''
|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"
+
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
|-
+
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
+
'''(H1.26)'''
|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"
+
: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.
|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"
+
 
|-
+
'''Slab drain attachment holes'''
|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"
+
'''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.'''
|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"
+
'''(H1.27)'''
|-
+
:For location of slab drain attachment holes, see slab drain details sheet.
|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"
+
'''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.)'''
|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"
+
 
|-
+
'''Plan of Structural Steel'''
|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"
+
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
|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"
+
'''(H1.28)'''
|-
+
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
|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"
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
+
 
|-
+
'''(H1.29)'''
|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"
+
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
|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"
+
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
|-
+
|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"
+
'''Plan of Structural Steel'''
|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"
+
'''(H1.31)'''
|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"
+
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
|-
+
 
|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"
+
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
|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"
+
'''Elevation of Beams or Girders'''
|-
+
 
|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"
+
'''(H1.32)'''
|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"
+
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
|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"
+
 
|-
+
'''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.)'''
|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 ====
+
'''Plan of Structural Steel'''
  
'''H2b1. Notes for both Concrete and Steel Spans '''
+
'''(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>.
  
'''(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.
 
  
'''(H2b1.2)'''
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
: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)'''
+
'''(H1.37)'''
: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.
+
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''(H2b1.4)'''
 
:Initial prestressing force = 17.2 kips/strand.
 
  
'''(H2b1.5)'''
+
'''Structures on Vertical Curve'''
:The method and sequence of releasing the strands shall be shown on the shop drawings.
 
  
'''(H2b1.6)'''
+
'''(H1.39)'''
: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.
+
:Elevations shown are at top of web before dead load deflection.
  
'''(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)'''
+
'''6 x 6 x 3/8 Angle Connection to Top Flange'''
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
 
  
'''(H2b1.9)'''
+
'''(H1.40) Use Type 3 bolts for weathering steel and Type 1 bolts for non-weathering or galvanized steel.  '''
:All reinforcement other than prestressing strands shall be epoxy coated.
+
: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.  
  
'''(H2b1.10''')
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
+
|-
 +
|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.  
 +
|}
  
'''(H2b1.11)'''
 
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
 
  
'''(H2b1.12)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
 
  
'''(H2b1.13)'''
+
'''(H1.40.1)'''
:S-bars are not listed in the bill of reinforcing.
+
: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.
  
'''(H2b1.14)'''
 
: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.
 
  
'''(H2b1.15)'''
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
+
: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.
  
'''(H2b1.16)'''
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
: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.
  
'''(H2b1.17)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
: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.
+
:'''*''' At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
'''(H2b1.18)'''
+
'''Haunching (Use for wide flange deck replacements.) '''
: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) '''
+
'''(H1.51)'''
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
+
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2b1.20)'''
+
'''(H1.53) Drip angles''' (Notes for Bridge Standard Drawings)
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
+
:'''(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.
  
'''(H2b1.21)'''
+
=== H2. Concrete ===
:Precast 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.
 
  
  
'''H2b2. Additional Notes for Panels on Concrete Spans'''
+
==== H2a. Continuous Slab ====
  
'''(H2b2.1) Use for MoDOT Standard Girders (Types 2, 3, 4 & 6)'''
+
'''(H2a.1) Use for voided slabs'''
: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.
+
: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]].
  
'''(H2b2.3) Use for NU Standard Girders and MoDOT Bulb-Tee Standard Girders (Types 7 & 8)'''
 
: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 4 inches total thickness shall be used. The width shall be ½” less than the thickness used but not less than 3” (min.).
 
  
'''(H2b2.6)'''
+
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
 
  
'''(H2b2.7)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
: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.
+
|+(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
'''(H2b2.8)'''
+
!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]]
:Slab thickness over prestressed panels varies due to girder camber.
+
!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]]
'''(H2b2.9)'''
+
|-
: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.
+
|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"
'''(H2b2.10)'''
+
|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"
:Use slab haunching diagram on Sheet No. __ for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.
+
|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"
'''H2b3. Additional Notes for Panels on Steel Spans'''
+
|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"
'''(H2b3.1)'''
+
|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"
: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.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
'''(H2b3.2)'''
+
|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"
: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="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"
'''(H2b3.3)'''
+
|-
: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="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"
'''(H2b3.4)'''
+
|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"
:S-bars shown are used with skewed end panels, or squared 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="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
+
|-
'''(H2b3.5)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
: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. __.  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: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"
==== H2c. Prestressed Girders and Beams====
+
|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"
 
+
|-
'''H2c1. Notes for all Girders and Beams '''
+
|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"
'''Place general notes H2c1.1 thru H2c1.15 where space allows. '''
+
|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"
'''(H2c1.1)'''
+
|-
:Concrete for prestressed <u>girders</u> <u>beams</u> shall be Class A-1 with f'<sub>c</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and f'<sub>ci</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
+
|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"
'''(H2c1.2)'''
+
|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"
:(+) indicates prestressing strand.
+
|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"
 
+
|-
'''(H2c1.3)'''
+
|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"
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
+
|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"
'''(H2c1.4) Type 6 girders, Bulb-Tee girders and NU-girders may use 0.6" strands if required by design.  Other girder and beam types shall use ½” strands '''
+
|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"
: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"|16 3/4"
'''(H2c1.5)'''
+
|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"
:Drilling is not allowed.
+
|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"
'''(H2c1.6) Use when the camber diagram is placed on another sheet. '''
+
|-
:For Girder Camber Diagram, see Sheet No. __. 
+
|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"
'''Use notes H2c1.10 and H2c1.11 when steel intermediate diaphragms are present.  '''
+
|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"
'''(H2c1.10) '''
+
|-
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. 
+
|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"
'''(H2c1.11) '''
+
|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"
:For details of diaphragms, see Sheet No. __.  
+
|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"
 
+
|-
'''(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>. '''
+
|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"
:For location of <u>coil inserts at slab drains drain blockouts</u>, see Sheet No. __.  
+
|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"
'''(H2c1.20) Place under the elevation of the girder or beam when applicable.  Use for all girders and beams except double-tee girders. '''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
:Exterior and interior girders are the same, except for coil ties <u>,</u> <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate 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"|22 7/8"
'''(H2c1.25) Place near vent hole details for stream crossings only.  Voided slab beams and box beams do not use vent holes. Use <u>(one end only)</u> for flat grades otherwise use <u>upgrade</u>. '''
+
|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"
:Place vent holes at or near <u>upgrade</u> 1/3 point of girders <u>(one end only)</u> and clear reinforcing steel or strands by 1 1/2" minimum <u>and steel intermediate diaphragms bolt connection by 6" minimum</u>.
+
|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 notes H2c1.30 and H2c1.31 near the bearing plate details.  Double-tee girders do not use bearing plates.'''
+
|-
 
+
|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"
'''(H2c1.30) '''
+
|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"
: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: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"
'''(H2c1.31) '''
+
|}
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed <u>girder</u> <u>beam</u> will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u>.  
 
 
 
'''Place notes H2c1.35 thru H2c1.38 near the coil tie details.  Double-Tee girders and adjacent beams do not use coil ties.  '''
 
 
 
'''(H2c1.35) Use with end spans when both interior and exterior girders or beams are detailed on the same sheet and the 2’-6”long tie rod will not fit in the exterior diaphragm portion. Place  at the end of the note specifying the centerlines of the coil tie rods.  '''
 
 
 
: '''*''' Length of coil tie rods at exterior girders at end bents =  '- ".
 
 
 
'''(H2c1.36) '''
 
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u>.
 
 
 
'''(H2c1.37) '''
 
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until girders are erected, then replaced by coil tie rods.
 
 
 
'''(H2c1.38) Use <u>and #6 bars</u> for Bulb-Tee girders and NU-girders. '''
 
:For location of coil ties <u>and #6 bars</u>, see Sheet<u>s</u> No. __<u>and</u> __. 
 
 
'''(H2c1.40) Place near girder or beam dimension detail when the panel option is used except for NU-Girders.  Place *** at the top corners of the girder or beam in the girder or beam dimensions detail. '''
 
: '''***'''  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.
 
 
 
'''Place notes H2c1.45 and H2c1.46 near the strand details at girder ends. '''
 
 
 
'''(H2c1.45) Use when the bottom strands are not all bent-up.  Place ** at the end of the note specifying which strands are bent-up.  '''
 
: '''**''' At the contractor's option the location for bent-up strands may be varied from that shown. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.  
 
 
 
'''(H2c1.46) Use with non-integral bents only.  Adjust the details accordingly. '''
 
:Prestressing strands at End Bents No. __ and __ <u>and Intermediate</u> <u>Bents</u> No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted. 
 
 
 
 
 
'''H2c2. Additional NU-Girder Notes'''
 
 
 
'''Place general notes H2c2.1 thru H2c2.3 with H2c1 general notes where space allows. '''
 
  
'''(H2c2.1) '''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
:Girders shall be lifted by devices designed by the fabricator. 
 
  
<div id="(H2c2.2)"></div>
+
'''H2b1. Notes for both Concrete and Steel Spans '''
'''(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. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder. 
 
  
'''(H2c2.3) '''
+
'''(H2b1.1)'''
: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.
+
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
  
<div id="(H2c2.10)"></div>
+
'''(H2b1.2)'''
'''(H2c2.10) Place near girder dimension detail when the panel option is used.  Place *** at the top corners of the girder in the girder dimensions detail. '''
+
: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.
: '''***''' Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Apply two layers of 30-lb. roofing felt as a bond breaker to this region only excluding where joint filler is applied. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
 
  
 +
'''(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.
  
'''H2c3. Additional Double-Tee Girder Notes  '''
+
'''(H2b1.4)'''
 +
:Initial prestressing force = 17.2 kips/strand.
  
'''Place general notes H2c3.1 thru H2c12.3 with H2c1 general notes where space allows. '''
+
'''(H2b1.5)'''
 +
:The method and sequence of releasing the strands shall be shown on the shop drawings.
  
'''(H2c3.1) '''
+
'''(H2b1.6)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
+
: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.
  
'''(H2c3.2) '''
+
'''(H2b1.7)'''
: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.  
+
: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.
  
'''(H2c3.3) '''
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
  
'''(H2c3.4) '''
+
'''(H2b1.9)'''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
+
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''(H2c3.5) '''
+
'''(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement. '''
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
+
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
  
'''(H2c3.6) '''
+
'''(H2b1.11) References the S-bars shown in the Plan of Panels Placement. '''
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
:S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.
  
'''Use notes H2c3.10 thru H2c3.12 when a thrie beam bridge rail is used.  '''
+
'''(H2b1.12)'''
 +
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''(H2c3.10) '''
+
'''(H2b1.13)'''
:See slab sheet for spacing of rail posts.
+
:S-bars are not listed in the bill of reinforcing.
  
'''(H2c3.11) '''
+
'''(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.
  
 +
'''(H2b1.15)'''
 +
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''H2c4. Blank '''
+
'''(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.
  
'''H2c5. Blank  '''
+
'''(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.
  
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
+
'''(H2b1.20) Place as last note under Joint Filler heading in the General Notes. '''
<div id="(H2c6.1)"></div>
+
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
  
'''(H2c6.1) Place with camber diagram for all girders and beams. '''
+
'''(H2b1.21)'''
:Conversion factors for <u>girder</u> <u>beam</u> camber (estimated at 90 days)  
+
: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.
  
:'''Use with spans 75' and greater in length. '''
+
'''(H2b1.22)'''  
:0.1 pt. = 0.314 x 0.5 pt.  
+
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
:0.2 pt. = 0.593 x 0.5 pt.
+
:0.3 pt. = 0.813 x 0.5 pt.  
+
'''(H2b1.23) References the transverse S-bars extension beyond the edge of girder or beam shown in the Plan of Panels Placement.'''
:0.4 pt. = 0.952 x 0.5 pt.  
+
:Extend S-bars 9 inches beyond edge of <u>girder</u> <u>beam (Typ.)</u>.
  
:'''Use with spans less than 75' in length. '''
+
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
:0.25 pt. = 0.7125 x 0.5 pt.  
+
:Contractor shall ensure proper consolidation under and between panels.
  
'''Place notes H2c6.10 thru H2c6.14 with slab haunching diagram (slab thickness diagram for double-tee girders and adjacent beams). '''
+
'''(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.
  
'''(H2c6.10) Use for all girders and beams. Omit underline parts for double-tee girders and adjacent beams. '''
+
'''(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.'''
: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>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.
+
: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.  
  
'''(H2c6.11) Use for all girders and beams except for double-tee girders and adjacent beams. '''
+
'''(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel. '''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u>.
+
: #3-P2 bars near edge of panel at bottom (under strands).
  
'''(H2c6.12) Use only for double-tee girders and adjacent beams. '''  
+
'''(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. '''
:Concrete in the slab overlay is included in the estimated quantities for Reinforced Concrete Slab Overlay.  
+
: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.
  
'''(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.  '''
+
'''(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. '''
: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>.
+
:P1 bars not required for integral bents.
  
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet. '''
+
'''(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.'''
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.
+
:For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.
  
  
'''H2c7. Steel Intermediate Diaphragms '''  
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
  
'''(H2c7.1) For the location of (*), see [http://epg.modot.org/index.php?title=751.22_P/S_Concrete_I_Girders#751.22.3.13_Intermediate_Diaphragms EPG 751.22.3.13 Intermediate Diaphragms].  '''
+
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
:(*) 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.  
+
: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.
  
'''(H2c7.2) For the location of (**), see [http://epg.modot.org/index.php?title=751.22_P/S_Concrete_I_Girders#751.22.3.13_Intermediate_Diaphragms EPG 751.22.3.13 Intermediate Diaphragms]. '''
+
'''(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes. '''
:(**) 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.  
+
: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.
  
'''(H2c7.3) '''
+
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
+
: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.
  
'''(H2c7.4) '''
+
'''(H2b2.8) References the slab thickness above the panel shown in Section A-A. '''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
+
: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 structure.  No payment will be made for additional labor or materials required for necessary grade adjustment.
  
'''(H2c7.5) '''
+
'''(H2b2.10) Place as second note under Joint Filler heading in the General Notes. '''
: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.  
+
:Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.  
  
'''(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%. '''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:Diaphragms at intermediate bents shall be built vertical.
 
  
=== H3. Bearings ===
+
'''(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 <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.
  
==== H3a. Type C & D ====
+
'''(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.
  
'''The following notes apply to Type C Bearings.'''
+
'''(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.
  
'''(H3.1)'''
+
==== H2c. Prestressed Girders and Beams====
: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)'''
+
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''  
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.3)'''
+
'''(H2c1.1)'''
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
+
: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.
  
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(H2c1.4) '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:Pretensioned members shall be in accordance with Sec 1029.
  
'''(H3.5)'''
+
'''(H2c1.5) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
: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. __.  
  
 +
<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. __.
  
'''The following notes apply to Type D Bearings.'''
+
'''(H2c1.15) Use when slab drains are present.  Use <u>drain blockouts</u> for double-tee girders, otherwise use <u>coil inserts at slab drains</u>. '''
 +
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.
  
'''(H3.6)'''
+
'''(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>. '''
: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 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.
+
: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>.
  
'''(H3.7)'''
+
<div id="(H2c1.38)"></div>
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
+
'''(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> __.
  
'''(H3.8)'''
+
'''(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).'''
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
:All strands are fully bonded unless otherwise noted.
  
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
: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.  
  
'''(H3.10)'''
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''
  
'''The following note applies to Type D Bearings Modified.'''
+
<div id="(H2c2.2)"></div>
 +
'''(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. 
  
'''(H3.11)'''
+
'''(H2c2.3) '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
: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.
  
==== H3b. Type E ====
+
<div id="(H2c2.10)"></div>
  
'''The following notes apply to Type E Bearings.'''
+
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes. '''
  
'''(H3.15)'''
+
'''(H2c3.1) '''
: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 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.
+
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
  
'''(H3.16''')
+
'''(H2c3.2) '''
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
+
: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.  
  
'''(H3.17)'''
+
'''(H2c3.3) '''
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
  
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(H2c3.4) '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
  
'''(H3.19) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(H2c3.5) '''
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
  
'''(H3.20)'''
+
'''(H2c3.6) '''
: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-46147The coated areas shall be protected for shipping and erection.
+
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.   
  
'''(H3.21)'''
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used.  '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
'''(H2c3.10) '''
 +
:See slab sheet for spacing of rail posts. 
  
'''The following note applies to Type E Bearings Modified.'''
+
'''(H2c3.11) '''
 +
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths. 
  
'''(H3.22)'''
+
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
 
  
==== H3c. Type N PTFE ====
+
'''H2c4. Blank'''
  
'''(H3.25)'''
 
:Anchor bolts 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 bolts 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.
 
  
'''(H3.26)'''
+
'''H2c5. Blank  '''
:All structural steel for the anchor bolts and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
  
'''(H3.27)'''
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
<div id="(H2c6.1)"></div>
  
'''(H3.28)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
: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.
+
:Conversion factors for <u>girder</u> <u>beam</u> 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 the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
:'''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). '''
  
'''(H3.29Use grade per Design Comps.'''
+
'''(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.'''
: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.
+
: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.
  
 +
'''(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.  '''
 +
: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>. 
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''(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''''' <u>(Except varies from '''''A''''' to '''''B''''' within parabolic crown)</u>. 
  
'''(H3.29.1)'''
+
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet. '''
:Structural steel for sole plate shall be ASTM A709 Grade 50WThe welds shall have corrosion resistance and weathering characteristics compatible with the base material. All structural steel for the anchor bolts and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.   
  
'''(H3.30)'''
 
:Type N PTFE Bearings shall be in accordance with Sec 716.
 
  
'''(H3.32)'''
+
'''H2c7. Steel Intermediate Diaphragms '''  
: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.
 
  
'''(H3.33)'''
+
'''(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]].  '''
: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.
+
:(*) 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.  
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
'''(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. 
  
'''(H3.45)'''
+
'''(H2c7.3) '''
:Anchor bolts 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 bolts 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.
+
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
  
'''(H3.46)'''
+
'''(H2c7.4) '''
:All structural steel for the anchor bolts and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
  
'''(H3.47)'''
+
'''(H2c7.5) '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
: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.  
  
'''(H3.48)'''
+
'''(H2c7.6) '''
: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.
+
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.  
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents  '''
  
'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(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%. '''
: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).
+
:Diaphragms at intermediate bents shall be built vertical.
  
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
=== H3. Bearings ===
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material. All structural steel for the anchor bolts and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(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) ====
+
==== H3a. Type C & D ====
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''The following notes apply to Type C Bearings.'''
  
'''(H3.65)'''
+
'''(H3.1)'''
:Flat plate bearings shall be straightened to plane surfaces.
+
: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.  
  
'''(H3.66)'''
+
'''(H3.2)'''
:Anchor bolts shall be 1"&oslash; 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.
+
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
 +
 
 +
'''(H3.3)'''
 +
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.67)'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
: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.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.68)'''
+
'''(H3.5)'''
 
: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.
  
'''(H3.69)'''
 
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
 +
'''The following notes apply to Type D Bearings.'''
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
'''(H3.6)'''
 +
: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 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.
  
'''(H3.70)'''
+
'''(H3.7)'''
: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.
+
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].  
  
'''(H3.71)'''
+
'''(H3.8)'''
:Edge A shall be rounded (1/16" to 1/8" radius).
+
: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) <font color="purple">[MS Cell]</font color="purple">'''
 +
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
'''(H3.10)'''
 +
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H3.75)'''
 
:All fillets shall have a 3/4" radius.
 
  
'''(H3.76)'''
+
'''The following note applies to Type D Bearings Modified.'''
:Anchor bolts shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge bolts 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)'''
+
'''(H3.11)'''
: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.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H3.78)'''
+
==== H3b. Type E ====
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
=== H4. Conduit System ===
+
'''The following notes apply to Type E Bearings.'''
  
'''(H4.1)'''
+
'''(H3.15)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
+
: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 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.
  
'''(H4.2) Use for all conduits, except if encased in concrete, 3 in. minimum cover is not possible in slab.'''
+
'''(H3.16''')
:All conduits shall be rigid nonmetallic schedule 40 heavy wall polyvinyl chloride (PVC) <u>with 3" minimum cover in concrete</u>. Each section of conduit shall bear the Underwriters Laboratories (UL) label.
+
: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].
  
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
+
'''(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.
  
'''(H4.2.1)'''
+
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
:All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H4.2.2)'''  
+
'''(H3.20)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.  
+
: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.
  
'''(H4.3)'''
+
'''(H3.21)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.4)'''
 
:Light standards, wiring and fixtures shall be furnished and installed by others.
 
  
'''(H4.5)'''
+
'''The following note applies to Type E Bearings Modified.'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
 
  
'''(H4.6)'''
+
'''(H3.22)'''
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(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.'''
+
==== H3c. Type N PTFE ====
: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.
 
  
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
+
'''(H3.24)'''  
: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.
+
:Design coefficient of friction equals 0.06.
  
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
+
'''(H3.25)'''
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
+
: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.
  
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
:Minimum clearance preferred between conduits placed in the safety barrier curb shall be 1”.  
+
: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].
  
'''(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.'''
+
'''(H3.27)'''
:All end bent and <u>safety barrier curb</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 enclosure.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of the safety barrier curb.'''
+
'''(H3.28)'''
:Placement of junction boxes and covers, complete in place, shall be flush with the roadway face of the safety barrier curb. Junction boxes and covers may be recessed up to ¼”.
+
: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.
  
'''(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.'''  
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707.  All conduits shall be sloped to drain where possible.
 
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
'''(H3.29) Use grade per Design Comps.'''
:All conduits shall be secured to concrete with nonmetallic clamps at about 5'-0" cts.  Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM A153, B695-91 Class 50 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.
+
: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.
  
'''(H4.11) Use for payment of Conduit System.'''
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
: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.
+
'''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. Expansion Devices ===
+
'''(H3.29.2)'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. The stainless steel plate shall be protected from galvanizing.  Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
 +
'''(H3.30)'''
 +
:Type N PTFE Bearings shall be in accordance with Sec 716.
  
==== H5a. Finger Plate ====
+
'''(H3.31)'''
 +
:PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.  
  
'''(H5.1) For stage construction or other special cases, see Structural Project Manager.'''
+
'''(H3.32)'''
: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 plateThe 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.
+
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearingsPayment 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.
  
'''(H5.2)'''
+
'''(H3.33)'''
: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.
+
: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.
  
'''(H5.3)'''
+
==== H3d. Laminated Neoprene Pad Assembly ====
: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)'''
+
'''(H3.45)'''
: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 A123Anchors need not be protected from overspray.
+
: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 providedSwedging shall be 1" less than extension into the concrete.
  
'''(H5.5)'''
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
: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.
+
: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].
  
'''(H5.6)'''
+
'''(H3.47)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H5.7) Use note for steel structures.'''
+
'''(H3.48)'''
: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 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.
  
'''(H5.8Place note near "Plan of Slab".'''
+
'''(H3.49Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized. '''
:'''"the web of W14 x 43" is for steel structures'''
+
: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 3/4" vertical mounting plate" is for P/S structures.'''
+
<div id="(H3.49.1) Use when ASTM A709 Grade 50W steel"></div>
: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.
+
'''(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.
 +
 
 +
'''(H3.50)'''
 +
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
  
'''(H5.9)'''
+
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
 
  
'''(H5.10)'''  
+
'''The following notes apply to Flat Plate Bearings.'''
: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.
 
  
==== H5b. Flat Plate ====
+
'''(H3.65)'''
 +
:Flat plate bearings shall be straightened to plane surfaces.
  
'''(H5.16)'''
+
'''(H3.66)'''
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feetA 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.
+
: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.
  
'''(H5.17)'''
+
'''(H3.67)'''
: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.
+
: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.
  
'''(H5.18)'''
+
'''(H3.68)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.19)'''
+
'''(H3.69)'''
: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.
+
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(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)'''
+
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
: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.'''
+
'''(H3.70)'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
+
: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.
  
'''(H5.23) Place this note near "Plan of Slab".'''
+
'''(H3.71)'''
: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.
+
:Edge A shall be rounded (1/16" to 1/8" radius).
  
'''(H5.24)'''
 
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
 
  
'''(H5.25)'''
+
'''The following notes apply to Carbon Steel Casting (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.
 
  
==== H5c. Preformed Compression Joint Seal ====
+
'''(H3.75)'''
 +
:All fillets shall have a 3/4" radius.
  
'''(H5.31)'''
+
'''(H3.76)'''
: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 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.
  
'''(H5.32)'''
+
'''(H3.77)'''
:Plan dimensions are based on installation at 60&deg;FThe 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.
+
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel CastingsPins, 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.
  
'''(H5.33)'''
+
'''(H3.78)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.34)'''
+
====H3f. Pot Bearing Pad Assembly====
:Structural steel for the expansion joint system 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.
 
  
'''(H5.35)'''
+
'''(H3.79)'''
: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".'''
+
:The bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.
: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.
+
 +
'''(H3.80)'''
  
 +
: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)'''
  
'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''
+
: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)'''
  
'''(H5.38) <font color="purple">[MS Cell]</font color="purple">'''
+
:'''(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.
: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".
+
   
 +
'''(H3.83)'''
  
'''(H5.39)'''
+
:'''(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.
: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.
+
 +
'''(H3.84)'''
  
==== H5d. Strip Seal ====
+
:'''(5)''' The temperature of the steel adjacent to the elastomeric should be kept below 250°F.
 +
 +
'''(H3.85)'''
  
'''(H5.46)'''
+
: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.  
: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.
 
 
   
 
   
: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.
+
'''(H3.86)'''
  
'''(H5.47)'''
+
:The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.
: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.
+
 +
'''(H3.87)'''
  
'''(H5.48''')
+
:All expansion Bearings shall have maximum friction coefficient of 3%.
: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.
+
 +
'''(H3.88)'''
  
'''(H5.49)'''
+
: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.
:Structural steel for the expansion joint system 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.
+
 +
'''(H3.89)'''
  
'''(H5.50)'''
+
: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.
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.90)'''
  
'''(H5.51) Place this note near "Plan of Slab".'''
+
:Anchor bolts shall be installed using a hardened steel washer at each exposed location.
: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.
+
 +
'''(H3.91)'''
  
'''(H5.53)  Use note with polymer concrete next to strip seal.'''
+
:Washers shall conform to ASTM F463.
:Polymer concrete shall be in accordance with Sec 623.
 
  
=== H6. Pouring and Finishing Concrete Slabs ===
+
'''(H3.92)'''
  
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
+
Anchor bolts and hardened washers shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
 +
 +
'''(H3.93)'''
  
'''(H6.1)'''
+
: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 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.
+
 +
'''(H3.94)'''
  
 +
: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 Concrete Structures - Continuous Spans'''
+
: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)'''
  
'''(H6.4)'''
+
: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 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.
+
 +
'''(H3.97)'''
  
'''(H6.5)'''
+
: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.
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.
 
  
'''(H6.6) Omit integral end bents with non-integral end bents and intermediate bents with single spans.  Make bents singular if applicable.'''
+
: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. 
+
'''(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)'''
  
'''Prestressed Double-Tee Concrete Structures'''
+
: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)'''
  
'''(H6.9)'''
+
: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.
: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.
+
 +
'''(H3.101)'''
  
'''(H6.10)'''
+
:Whenever jacking of the Superstructure is needed to reset the bearings, the contractor shall submit a jacking sequence for approval.
: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.
 
  
 +
=== H4. Conduit System ===
  
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
+
'''(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.
  
'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See EPG 751.10.1.12 Slab Pouring Sequences]]'''
+
'''(H4.2) Use for all conduits. Use underlined portions when encased in concrete barrier and/or wing.'''
: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.
+
: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.
  
 +
'''(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.
  
'''Steel and Prestressed Structures - Simple Spans'''
+
'''(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. 
  
'''(H6.15)'''
+
'''(H4.3)'''
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.
+
: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.
  
Widen, Extension, Repair, and Stage Construction
+
'''(H4.5)'''
 +
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
  
'''(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.'''
+
'''(H4.6)'''
:Expansive Class B-2 concrete shall be used in the closure pour.  <u>Forms shall be released before the closure pour.</u>
+
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, 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<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.
  
'''All Structures with Longitudinal Construction Joints'''
+
'''(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<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.
  
'''(H6.18) <font color="purple">[MS Cell]</font color="purple"> 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.'''
+
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
: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;.
+
: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. Slab Drains ===
+
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''
 +
:Minimum clearance between conduits placed in barrier shall be 1”.  
  
'''(H7.1)'''
+
'''(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.'''
: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.
+
: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.
  
'''(H7.1.1)'''
+
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of barrier.'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.
+
: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.
  
'''(H7.2) Use with wearing surface.'''
+
'''(H4.9) Use for all conduits not to be encased in concrete.'''
: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>.
+
: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.
  
'''(H7.3) Use with wearing surface.'''
+
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
:Piece "A" shall be cast in the concretePrior to placement of wearing surface, piece "B" shall be inserted into piece "A".
+
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707All conduits shall be sloped to drain where possible.
  
'''(H7.4)'''
+
'''(H4.10) Use for all conduits when conduit clamps are required.'''
:Locate drain<u>s piece "A"</u>(*) in slab by dimensions shown in Part Section Near Drain.
+
: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.
  
'''(H7.5)'''
+
'''(H4.11) Use for junction box. '''
:Reinforcing steel shall be shifted to clear drains.
+
: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.
  
'''(H7.6)'''
+
'''(H4.12)   '''
:The drain<u>s pieces "A" and "B",</u> (*) <u>coil inserts, spacer and bracket assembly</u> shall be galvanized in accordance with ASTM A123.
+
: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.
  
'''(H7.7)'''
+
'''(H4.13) Use for payment of Conduit System.'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.
+
: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.
  
'''(H7.8) Use “coil insert required” for prestressed girders, “coil inserts required” for prestressed beams and “bolt hole” for steel structures. '''
+
=== H5. Expansion Joint Systems ===
: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.
 
  
'''(H7.9)'''
 
:Shop drawings will not be required for the slab drains <u>and the</u> <u>bracket assembly</u>.
 
  
(*) Use with wearing surface.
+
==== 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.
  
'''Place the following notes (H7.10) and (H7.11) with prestressed girder and prestressed beam slab drain details.'''
+
'''(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.
  
'''(H7.10)'''
+
'''(H5.3)'''
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.
+
: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.
  
'''(H7.11) Prestressed box and slab beams require two bolts.'''
+
'''(H5.4)'''
:The bolts 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.
+
: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.
  
'''(H7.12)'''
+
'''(H5.5)'''
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.
+
: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.
  
=== H8. Blank ===
+
'''(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.
 +
<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.
  
 +
'''(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 &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. Thrie Beam and Other Rail Types ===
+
'''(H5.9)'''
 +
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
'''(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]].)''' (See [[751.50 Standard Detailing Notes#H10a. Safety, Median, Type C & D|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
+
'''(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.
  
:Guardrail delineators shall be attached to the top of the guardrail post using galvanized anchorage as shown on Missouri Standard Plan 606.00 and in accordance with Sec 606.  <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>."
+
==== H5b. Flat Plate ====
  
'''(H9.1b) Use for all W-Beam and Thrie Beam Guardrails with cap rail. (See [[620.5 Delineators (MUTCD Chapter 3F)#620.5.5 Guardrail Delineation|Guardrail Delineation]].)''' (See [[751.50 Standard Detailing Notes#H10a. Safety, Median, Type C & D|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
+
'''(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.
  
: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>
+
'''(H5.17)'''
 +
:Plan dimensions are based on installation at 60&deg;FThe 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.
  
'''(H9.2)'''
+
'''(H5.18)'''
: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).
+
: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.
  
'''(H9.3)'''
+
'''(H5.19)'''
: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 Guardrail (W-Beam)</u> <u>Bridge Guardrail (Thrie Beam)</u> <u>other items</u>.
+
: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.
  
'''(H9.4) Use underline part for temporary bridges.'''
+
'''(H5.20)'''
: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.
+
: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.
  
'''(H9.5) Use post instead of blockout for temporary bridges'''.
+
'''(H5.21)'''
: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.
+
: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.
  
'''(H9.6) Use only when a base plate is used.'''
+
'''(H5.22) Use this note when expansion device is at an end bent.'''
: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.
+
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
  
'''(H9.7)'''
+
'''(H5.23) Place this note near "Plan of Slab".'''
: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.
+
: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.
  
'''(H9.8)'''
+
'''(H5.24)'''
: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.
+
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
'''(H9.9)'''
+
'''(H5.25)'''
:Minimum length of thrie beam sections is equal to one post space.
+
: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.
  
'''(H9.10)'''
+
==== H5c. Preformed Compression Seal (Notes for Bridge Standard Drawings) ====
:5/8"&oslash; button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.
 
  
'''(H9.11)'''
+
'''(H5.31)'''
:Thrie beam guardrail on the bridge shall be 12 gage steel.
+
: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.
  
'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
+
'''(H5.33)'''
:Posts, <u>cap rail angles,</u> <u>top plates,</u> <u>base</u> <u>bent</u> <u>post</u> plates, channels and channel splice plates shall be fabricated from ASTM A709 Grade 36 steel and galvanized.
+
: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.
  
'''(H9.15) Use post instead of blockout for temporary bridges.'''
+
'''(H5.34)'''
: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> <u>post</u> and the thrie beam rail.
+
: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.
  
'''(H9.16)'''
+
'''(H5.35)'''
:Special drilling of the thrie beam may be required at the splices.  All drilling details shall be shown on the shop drawings.
+
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(H9.17''')
+
'''(H5.36) Place this note near "Plan of Slab" also.'''  
:Fabrication of structural steel shall be in accordance with Sec 1080.
+
:Longitudinal reinforcing steel shall be placed so that ends shall be 1" from the vertical leg of the angle at the expansion joint system.  
  
'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
 
: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 with prestressed double-tee or temporary bridge structures.'''
+
'''Place the following notes (H5.37 and H5.38) near the "Table of Transverse Preformed Compression Seal Expansion Joint System Dimensions".'''
: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.
 
  
 +
'''(H5.37)'''
 +
:Depth of seal shall not be less than width of seal.
  
'''Do not use any of the following notes for temporary bridges.'''
+
'''(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".
  
'''(H9.20) Use with prestress double-tee structures.'''
+
'''(H5.39)'''
: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.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H9.21)'''
+
'''(H5.40)'''
: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.
+
:MoDOT Construction personnel will record the manufacturer and seal name that was used.
  
'''(H9.22)'''
+
==== H5d. Strip Seal (Notes for Bridge Standard Drawings)====
:See slab sheet for rail post spacing.
 
  
'''(H9.23)'''
+
'''(H5.46)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.
+
: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.
  
'''(H9.24)'''
+
'''(H5.48''')
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.
+
: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.
  
'''(H9.25)'''
+
'''(H5.49)'''
: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.
+
: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.
  
'''(H9.26)'''
+
'''(H5.50)'''
:Shim plate shall be galvanized after fabrication.
+
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(H9.27)'''
+
'''(H5.51) Place this note near "Plan of Slab" also.'''
: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.
+
: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.
  
'''(H9.28)'''
+
'''(H5.52)'''  
:Bar supports shall be Beam Bolsters (BB-ref. CRSI) and shall be galvanized. See Sec 706.
+
: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.
  
'''Use the following notes where required and with temporary bridges thrie beam sheet.'''
+
'''(H5.54)'''
 +
:Steel armor may also be referred to as extrusion or rail.
  
'''(H9.30''')
+
'''(H5.55)  Use this note when polymer concrete is to be used next to strip seal.'''
:Grade A321 threaded rods with 2 hex nuts and washers may be substituted for the A307 anchor bolts.
+
:Polymer concrete shall be in accordance with Sec 623.
  
'''(H9.31)'''
+
====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)====
: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)'''
+
'''(H5.56)'''
:Contractor shall verify all dimensions in field before ordering materials.
+
: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.  
  
'''(H9.33)'''
+
'''(H5.58)'''  
:See preceding sheet for rail post spacing.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H9.34)'''
+
'''(H5.59)'''
: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.
+
:MoDOT Construction personnel will indicate the type of seal used.
  
'''(H9.35)'''
+
'''(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal. '''
:Bottom plate shall be fabricated from ASTM A709 Grade 50W steel and welded to two 5" floor bars.  Bottom plate shall not be galvanized.
+
:Polymer concrete shall be in accordance with Sec 623.
  
'''(H9.36)'''
+
'''(H5.61) Use this note when joint gap (opening) is wider than 3”.'''
:The size of the base and bottom plate may be increased depending on which grid option is used.
+
:Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.
  
'''(H9.37)'''
+
====H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)====
: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)'''
+
'''(H5.62)'''
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.
+
: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.
  
'''(H9.39) Use for all Thrie Beam Guardrails on temporary bridges.''' (See [[751.50 Standard Detailing Notes#H10a. Safety, Median, Type C & D|Note H10.7.1]] Guidance for using Part Note for Delineation Sheeting Requirements.)
+
'''(H5.63)'''
 +
:The open cell foam joint seal shall be installed according to the manufacturer's recommendations.
  
: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.
+
'''(H5.64)'''
 +
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.
  
=== H10. Barrier Curbs ===
+
'''(H5.65)'''
 +
:MoDOT construction personnel will record the manufacturer and seal name that was used.
  
==== H10a. Safety, Median, Type C & D ====
+
=== H6. Pouring and Finishing Concrete Slabs ===
  
'''(H10.1)'''
+
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
: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.
 
  
'''(H10.2)'''
+
'''(H6.1)'''
: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 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.
  
'''(H10.3)'''
 
: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.
 
  
'''(H10.4)'''
+
'''Prestressed Concrete Structures - Continuous Spans'''
:Concrete in the <u>safety</u> <u>median</u> barrier curb <u>(Type C)</u> <u>(Type D)</u> shall be Class B-1.
 
  
'''(H10.5) Use for safety barrier curb.'''
+
'''(H6.4)'''
: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.
+
: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.
  
'''(H10.6) Use for safety barrier curb or barrier curb (Type D) near median.'''
+
'''(H6.5)'''
: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>.
+
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.
  
'''(H10.7) Use for median barrier curb and median barrier curb (Type C).'''
+
'''(H6.6) Note is not applicable for concrete diaphragms under expansion joints.'''
: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>.
+
: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.
<div id="(H10.7.1) Notes shall be used on all barrier curbs"></div>
 
'''(H10.7.1) Use for all barrier curbs (See [[620.5 Delineators (MUTCD Chapter 3F)#620.5.6 Barrier Wall Delineation|Barrier Wall Delineation]]).'''
 
  
: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. <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 "<u>Safety</u> <u>Median</u> Barrier Curb <u>(Type C)</u> <u>(Type D)</u>."
 
  
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="760px" align="center"
+
'''Prestressed Double-Tee Concrete Structures'''
|-
 
|Below is additional guidance for using Part Note for Delineation Sheeting Requirements:
 
|-
 
|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 median barrier curbs, 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.
 
|}
 
  
 +
'''(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.
  
'''The following notes shall be placed under cross-section thru safety barrier or median barrier curb.'''
+
'''(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.
  
'''(H10.8)'''
 
: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)'''
+
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
:The cross-sectional area <u>for each curb</u> above the slab = <u>(*)</u> sq. ft.
 
  
:{|
+
'''(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'''
|(*)||2.28 for a 16" safety barrier curb.
+
: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.
|-
 
|||2.96 for a median barrier curb.
 
|-
 
|||3.49 for a barrier curb (Type D).
 
|-
 
|||4.70 for a median barrier curb (Type C).
 
|}
 
  
  
'''The following notes shall be used for double-tee structures.'''
+
'''Steel and Prestressed Structures - Simple Spans'''
  
'''(H10.10)'''
+
'''(H6.15) Omit “up grade” for flat bridges or where both negative and positive grades exist.'''
: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.
+
: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.
  
'''(H10.11)'''
 
: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 ASTM A153.
 
  
'''(H10.12)'''
+
'''Widen, Extension, Repair, and Stage Construction'''
: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>.
 
  
 +
'''(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>
  
'''Elevation of Safety Barrier Curb'''
 
  
'''(H10.12.1)'''
+
'''All Structures with Longitudinal Construction Joints'''
:Longitudinal dimensions are <u>horizontal</u> <u>arc dimensions</u>.
 
  
'''(H10.12.2)'''
+
'''(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.'''
:Longitudinal dimensions are along top of <u>safety barrier curb</u> <u>outside</u> <u>edge of slab</u> parallel to grade.
+
: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 ____.
  
'''(H10.13)'''
 
:(<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) Add K13 bars with two different wing lengths.  Will need to add more bars if more than two different wing lengths exists. '''
+
'''Steel Superstructure Deck Replacements'''
:Note: Use a minimum lap of 2'-0" between K9 and K10 <u>or K13</u> bars.
+
 +
'''(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.
  
'''(H10.15)'''
+
'''(H6.21) Omit “up grade” for flat bridges or where both negative and positive grades exist.'''</br>
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.
+
'''  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.
  
'''(H10.17)'''
+
'''(H6.22)'''
:(<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.)
+
:Alternate pour sequences may be submitted to the engineer for approval. Keyed construction joints shall be provided between pours.
  
'''(H10.18)'''
+
=== H7. Slab Drains===
:Concrete in the barrier curb (Type D) and median barrier curb Transition (Type D) shall be Class B-1.
 
  
==== H10b. Slip Form Option ====
+
'''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.'''
  
'''Optional slip form barrier curb details shall be placed on all jobs (except P/S Double-tee Structures) where applicable.'''
+
'''(H7.1) Remove underlined portion for cored slab drains.'''
 +
: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.
  
'''Use the following notes with the slip form option, including H10.1, H10.2, H10.3, H10.4, H10.5 or H10.6 or H10.7, and H10.7.1.'''
+
'''(H7.1.1) Note not required for continuous concrete slab bridges.'''
 +
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.
  
'''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.'''
+
'''(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.
  
'''(H10.81)'''
+
'''(H7.2) Use for new slabs. Use first choice without a wearing surface and second choice with a wearing surface.'''
: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>.
+
: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>.
  
'''(H10.82)'''
+
'''(H7.3) Use note with new wearing surface over new slab.'''
:Plastic waterstop shall not be used with slip-form option.
+
:Piece A shall be cast in the concrete slab.  Prior to placement of wearing surface, Piece B shall be inserted into Piece A.
  
'''(H10.83)'''
+
'''(H7.4) Use underlined portion with a new wearing surface over new slab.'''
: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.
+
:Locate drain<u>s Piece A</u> in slab by dimensions shown in Part Section Near Drain.
  
'''(H10.84)'''
+
'''(H7.5) Use for new slabs.'''
: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>.
+
:Reinforcing steel shall be shifted to clear drains.
  
'''(H10.85)'''
+
'''(H7.6) Use underlined portion with prestressed girders and beams. Note not required for continuous concrete slab bridges. '''
: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>.
+
:The <u>coil inserts and</u> bracket assembly shall be galvanized in accordance with ASTM A123.
  
==== H10c. Temporary ====
+
'''(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>.
  
'''(H10.90)'''
+
'''(H7.7.1)'''
:Method of attachment for the Type F Temporary Barrier shall be <u>the Tie-Down Strap</u> <u>Bolt through deck</u>.
+
:All 1/2-inch diameter bolts shall be ASTM A307, except as noted.
  
'''(H10.91)'''
+
'''(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. '''
:Temporary Barrier shall not be attached to the bridge.
+
: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.
  
=== H11. Miscellaneous ===
+
'''(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.  
  
'''Construction Joint'''
+
'''(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.
  
'''(H11.1)'''
+
'''(H7.9) Use the underlined portion for all bridges except continuous concrete slab bridges. '''
:Finish each side of joint with a 1/4 inch radius edging tool.
+
:Shop drawings will not be required for the slab drains <u>and the bracket assembly</u>.
  
  
'''Pin and Flat Hexagonal Nut'''
+
'''Place Notes H7.10 and H7.11 with prestressed girder and prestressed beam slab drain details.'''
  
'''(H11.2)'''
+
'''(H7.10)'''
:{|cellpadding="0"
+
:Coil inserts shall have a concrete pull-out strength (ultimate load) of at least 2,500 pounds in 5,000 psi concrete.
|Material:||Pin = ASTM A688 (Class F)
 
|-
 
|&nbsp;||Nut = ASTM A709 Grade 36
 
|}
 
  
 +
'''(H7.11) Bolts is plural for Prestressed box and slab beams that require two bolts.'''
 +
: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.
  
'''Plastic Waterstop (Use in the Curb and Parapet filled joints as specified in [[751.12_Protective_Barricades#751.12.2.8_Plastic_Waterstop|EPG 751.12.2.8 Plastic Waterstop]])'''
 
  
'''(H11.3)'''
+
'''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.'''
: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.
 
  
'''(H11.4)'''
+
'''(H7.13) '''
: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>.
+
: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:
  
'''Sign Supports'''
+
'''(H7.15) Use with new slabs.'''
 +
:Shape of  drains shall be rectangular with outside interior nominal dimensions of 8” x 4”.
  
'''(H11.5)'''
+
'''(H7.16) '''
:Payment for furnishing and placing anchor bolts for sign supports will be considered completely covered by the contract unit price for other items.
+
:Minimum reinforced wall thickness shall be 1/4 inch.
  
'''(H11.6)'''
+
'''(H7.17) Underlined portion is for cored slab drains only.'''
: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.
+
: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.
  
'''Plan of Slab: All Structures'''
+
'''(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.
  
'''(H11.8)'''
+
'''(H7.20) '''
:Longitudinal slab dimensions are measured horizontally.
+
: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.
  
  
'''Pedestrian Guard Fence (Chain Link Type): General Notes'''
+
'''Additional notes (H7.22 thru H7.28) for cored slab drains. Place with General Notes except as noted.'''
  
'''(H11.10)'''
+
'''(H7.22)'''  
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.
+
:Cost of cored slab drains, complete in place, will be considered completely covered by the contract unit price for Cored Slab Drain per each.
  
'''(H11.11)'''
+
'''(H7.23)'''
:All posts shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of posts.
+
:Holes for slab drains shall be cored. Percussion drilling will not be permitted.
  
'''(H11.12)'''
+
'''(H7.24) Omit underlined portion when attaching to prestressed girders or beams.'''
: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.
+
: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>.
  
'''(H11.13)'''
+
'''(H7.25) Use underlined portion for angled drains.'''
:Dimensions of pedestrian guard fence are measured horizontally.
+
:<u>Piece B of</u> Cored slab drains shall be placed vertically.
  
'''(H11.14)'''
+
'''(H7.26) Include if curb outlets are being plugged.'''
: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.
+
:For details of plugging existing curb outlets, see Sheet No. _.
  
'''(H11.15)'''
+
'''(H7.27) Place under Notes for Steel Drains.'''
: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.
+
:Drains shall be inserted through slab such that damage to galvanized coating is minimized.
  
'''(H11.16)'''
+
'''(H7.28) Include for angled drains.'''
:(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>.
+
:Use 1/2-inch diameter bolt with lock washer to attach Piece B to Piece A. Tap thread into Piece A.
  
'''(H11.17)'''
+
=== H8. Blank ===
:Core wire size for wire fabric shall be 6 gage minimum.
 
  
  
'''Sidewalks'''
+
=== H9. Thrie Beam and Other Rail Types (Notes for Bridge Standard Drawings)===
 +
'''Place in General Notes on the rail sheet unless otherwise specified.'''
  
'''(H11.20)'''
+
'''(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.)
:All exposed edges of sidewalk shall have either a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
 
  
'''(H11.21)'''
+
: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>.
: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)'''
+
'''(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.)
:Concrete in the sidewalk shall be Class B-2.
 
  
'''(H11.23)'''
+
: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>
: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.
+
 
 +
'''(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.)
 +
 
 +
: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.'''
  
== I. Revised Structures Notes ==
+
'''(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. '''
  
=== I1. General ===
+
: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>.
  
'''(I1.1)'''
+
'''(H9.4) Use underlined part for temporary bridges.'''
:Outline of old work is indicated by light dashed linesHeavy lines indicate new work.
+
: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.
  
'''(I1.2)'''
+
'''(H9.5) Use post instead of blockout for temporary bridges. For 38-inch two tube rails use the larger shims.'''
:Contractor shall verify all dimensions in field before ordering new material.
+
: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.
  
'''(I1.3)'''
+
'''(H9.6.1) Use when a base plate is bearing on concrete except for temporary bridges.'''  
: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 plain bars and 30 diameters for deformed bars, unless otherwise noted.
+
: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 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.'''
+
'''Use H9.7 thru H9.19 for Thrie Beam Guardrail only.'''
  
'''(I1.4)'''
+
'''(H9.7)'''
: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>.
+
: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.
  
'''(I1.5) Use with joint filler joints with Asphaltic Concrete Wearing Surface.'''
+
'''(H9.8) Use post instead of blockout for temporary bridges. '''
: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.
+
: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.
  
 +
'''(H9.9)'''
 +
:Minimum length of thrie beam sections is equal to one post space.
  
'''Concrete Slab with Overlay'''
+
'''(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.
  
'''(I1.10) Use note for all wearing surfaces except epoxy polymer concrete overlay.'''
+
'''(H9.11)'''
: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.
+
:Thrie beam guardrail on the bridge shall be 12-gauge steel.
  
'''(I1.10a)  Use note for total surface hydrodemolitions.'''
+
'''(H9.12)  Use top plates instead of cap rail angles 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. See Special Provisions for Method of Measurement.
+
: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>
  
'''(l1.11) Use note for only epoxy polymer concrete overlay.'''
+
'''(H9.13) Use for placement or replacement of end treatment with thrie beam rail.'''
: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.
+
:<u>Cost for providing holes for new guardrail attachment will be considered completely covered by the contract unit price for other items.</u>
  
'''(l1.12)  Use note only with preventive maintenance jobs.'''
+
'''(H9.15)  Use post instead of blockout for temporary bridges.'''
: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.
+
: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.
  
'''(I1.13) <font color="purple">[MS Cell]</font color="purple"> Use the following table and notes with alternate concrete wearing surfaces.'''
+
'''(H9.16)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:Special drilling of the thrie beam may be required at the splicesAll drilling details shall be shown on the shop drawings.
|-
 
!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 tableThe alternate concrete wearing surface method of<br/>measurement and basis of payment shall be in accordance with Sec 505.
 
|}
 
  
 +
'''(H9.17''')
 +
:Fabrication of structural steel shall be in accordance with Sec 1080.
  
'''Removal and Storage of Existing Bridge Rails'''
+
'''(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.
  
'''(I1.20)'''
+
'''(H9.19) Do not use for prestressed double-tee or temporary bridges.'''
: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>.
+
: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. '''
  
'''Extension of Box Culverts'''
+
'''(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.
  
'''(I1.41)'''
+
'''(H9.21)'''
:Bottom of top slab, top of bottom slab, and inside faces of walls shall be built flush with the old structure.
+
: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.  
  
'''(I1.42)'''
+
'''(H9.22) Place near Part Section at Rail Post. '''
: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.
+
:See slab sheet for rail post spacing.
  
 +
'''(H9.23)'''
 +
:See Missouri Standard Plan 606.00 for details not shown.
  
'''Making End Bents Integral'''
+
'''(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.
  
'''(I1.51)'''
+
'''(H9.25) Place near details of shim plates used for horizontal alignment of State System 3. '''
: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>.
+
: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.  
  
'''(I1.52)'''
+
'''(H9.26) Place in General Notes and near details of shim plates used for horizontal alignment.'''  
: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.
+
:Shim plates shall be galvanized after fabrication.  
  
'''(I1.53)'''
+
'''(H9.27) Place near details of shim plates used for horizontal alignment of State System 4. '''
: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>.
+
: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.  
  
'''Curb Block-Out'''
+
'''(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.
  
'''(I1.60)'''
+
'''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.'''
:7/8"&oslash; Threaded Rods with nuts and washers shall be used in place of 7/8"&oslash; Bolts (ASTM A307).
 
  
'''(I1.61)'''
+
'''(H9.31)'''
:1"&oslash; holes shall be drilled through existing end post for placement of 7/8"&oslash; threaded rods, nuts, and washers.
+
: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.
  
'''Widening'''
+
'''(H9.33) Place near Part Section at Rail Post. '''
 +
:See preceding sheet for rail post spacing.
  
'''(I1.62)'''
+
'''(H9.34) Place in General Notes or near Elevation of Thrie Beam Rail. '''
:Dimensions:
+
: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.
:&nbsp; &nbsp; &nbsp; Longitudinal dimensions are based on the original design plans.
+
 
 +
'''(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.
  
'''(I1.63)'''
+
'''(H9.37) Place near any detail specifying the welding of post to base plate of the rail posts. '''
:Traffic:
+
: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.
:&nbsp; &nbsp; &nbsp; Maintain one lane of traffic during construction (see Roadway Traffic Control Plans).
 
  
'''(I1.64''')
+
'''(H9.38) Place near any detail specifying the semi-circular notches of the rail posts.  '''
:Stringer Support:
+
:Semi-circular notches centered on the axis of the post web ends may be made to facilitate galvanizing.
:&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)'''
+
: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.
: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)'''
+
'''38-inch Two Tube Rail (Also use H9.1a, H9.5, H9.6.2)'''
:<math>\, *</math> Scarification not required for Asphaltic Concrete Wearing Surface and Epoxy Polymer Concrete Overlay.
 
<div id="(I1.67) Field Welding New Stiffeners"></div>
 
  
 +
'''(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.
  
'''(I1.67) Field Welding New Stiffeners or New Connection Plates to Existing Steel'''
+
'''(H9.41)'''
 +
:HSS = Hollow Structural Section
  
:Welds shall be NDT by the magnetic particle process as required by AASHTO/AWS D1.5 2002, Bridge Welding Code clause 6.7.2.
+
'''(H9.42)'''
 +
:Dimensions of bridge rails are measured horizontally.
  
=== I2. Resin & Cone Anchors ===
+
'''(H9.43)'''
 +
:Bridge rails will be measured to the nearest linear foot for each structure measured from end of wing to end of wing.
  
'''Use Resin Anchors unless concrete depths are insufficient.'''
+
'''(H9.44)'''
 +
:Fabrication of structural steel shall be in accordance with Sec 1080.
  
'''(I2.1)'''
+
'''(H9.45)'''
:The contractor shall use one of the qualified resin anchor systems in accordance with Sec 1039.
+
: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.
  
'''(I2.2) * Pay item in which resin anchor system is embedded.'''
+
'''(H9.46)'''
: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>.
+
:All other steel shapes and plates shall be in accordance with ASTM A709 Grade 50.
  
'''(I2.3)'''
+
'''(H9.47)'''
:The minimum embedment depth in concrete with f'<sub>c</sub> = 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".
+
:All anchor bolts shall be ASTM A449 Type 1 with ASTM A563 Grade DH heavy hex nuts and ASTM F436 hardened washers.
  
'''Note to designer:'''<br/>A minimum factor of safety of 2 should be used when determining the number of anchors to be used.
+
'''(H9.48)'''
 +
:All anchor bolts, studs, nuts, and washers shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.
  
'''(I2.4)(Use when reinforcing steel is substituted for the threaded rod stud.)'''
+
'''(H9.49)'''
:<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.
+
: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)'''
|****||Bar size.
+
: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.
|-
 
|*****||Length of bar required by design.
 
|-
 
|******||Diameter of threaded rod.
 
|}
 
  
 +
'''(H9.51)'''
 +
:Use grout with a minimum 24-hour f’c of 3000 psi in single placement.
  
'''Cone Expansion Anchors'''
+
'''Concrete Curb for Two Tube Rail'''
  
'''(I2.30) ***  Pay item in which cone expansion anchor is embedded.'''
+
'''(H9.60)'''
:Cost of furnishing and installing cone expanson anchor will be considered completely covered by the contract unit price for <u>***</u>.
+
:Top of curb shall be built parallel to grade and curb joints (except at end bents) normal to grade.
  
'''(I2.31)'''
+
'''(H9.61)'''
: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.
+
:All exposed edges of curb shall have either a 1/2-inch radius or a 3/8-inch bevel, unless otherwise noted.
  
{|style="text-align:center;"
+
'''(H9.62)'''
|-
+
:Minimum lap for longitudinal R-bars is 2’-5”.
|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 ===
+
'''(H9.63)'''
 +
:The cross-sectional area of curb above the slab = 0.75 sq. ft.
  
'''(I3.1)'''
+
'''(H9.64)'''
: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.
+
:Concrete in the curb shall be Class B-2.
  
'''(I3.2)'''
+
'''(H9.65)'''
: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.
+
: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.
  
'''(I3.5) Use for structures with multiple column bents.'''
+
'''(H9.66)'''
:Zones with the same letter designation may be repaired at the same time.
+
: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.
  
'''(I3.6) Use for structures with single column bents.'''
+
'''(H9.67)'''
: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.
+
: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.
  
'''(I3.10)  Use for voided or solid slab structures.'''
+
=== H10. Barriers – Type A, B, C, D and H===
: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.
 
  
'''(I3.11)  Use for voided slab structures.'''
+
==== H10a. Cast-In-Place Permanent Barrier====
: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).
 
  
'''(I3.12)  Use for voided slab structures.'''
+
'''The following notes shall be placed in the General Notes on the elevation sheet.'''
: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.
 
  
 +
'''(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.
  
'''Use following notes for box and deck girder structures.'''
+
'''(H10.0.2) Both methods may be used unless otherwise specified on Bridge Memorandum.'''  
 +
:Conventional forming <u>or slip</u> forming <u>may</u> <u>shall</u> be used. Saw cut joints may be used with conventional forming.
  
'''(I3.16)'''
+
'''(H10.1) Exclude underlined part for single span bridges. '''
: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.
+
:Top of barrier shall be built parallel to grade <u>with barrier joints (except at end bents) normal to grade</u>.
  
'''(I3.17)'''
+
'''(H10.2)'''
: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.
+
: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 <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier per linear foot.
  
'''Use following notes for box girder structures.'''
+
'''(H10.4)'''
 +
:Concrete in barrier shall be Class B-1.
  
'''(I3.20)'''
+
'''(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. '''
:Interior falsework installed by the contractor resting on the bottom slab shall be removed where entry access is available.
+
: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>.
  
'''(I3.21)'''
+
'''(H10.7) Use for Type A or C barriers.'''
: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.
+
: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]]).'''
  
== J. MSE Wall Notes ==
+
: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.
  
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="760px" align="center"
 +
|-
 +
|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. General ===
+
'''(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.
  
'''(J1.1)'''
+
'''(H10.7.3) Use note if slip forming is allowed.'''
:Factor of safety shall be 2.0 for overturning, 1.5 for sliding and 2.0 for bearing.
+
:For slip-formed option, both sides of barrier shall have a vertically broomed finish and the top shall have a transversely broomed finish.
  
'''(J1.2)'''
+
'''(H10.7.4) Use for all grade separations except over railroads and county roads.'''
: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.  
+
:Plastic waterstop shall not be used with saw cut joints.
  
'''(J1.3)'''
 
:For seismic design the factor of safety shall be 1.5 for overturning and 1.1 for sliding.
 
  
'''(J1.4)'''
+
'''The following three notes shall be placed under section thru barrier.'''  
:&oslash; = <u>&nbsp; &nbsp;</u>&deg; for backfill material to be retained by the mechanically stabilized earth wall system.
 
  
'''(J1.5)'''
+
'''(H10.8)'''
:&oslash; = <u>&nbsp; &nbsp;</u>&deg; for foundation material the wall is to rest on.
+
:Use a minimum lap of 3'-1" for #5 horizontal barrier bars.
  
'''(J1.6)'''
+
'''(H10.9) Areas shown are for standard barrier heights and a two percent cross slope.  '''
:&oslash; &ge; 34&deg; for the select granular backfill for structural systems.
+
:The cross-sectional area above the slab is <u>*</u> square feet.
  
'''(J1.7)'''
+
:{|
:Design &oslash; = 34&deg; for the select granular backfill for structural systems.
+
|*||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 <u>A</u> <u>B</u> <u>C</u> <u>D</u> <u>H</u> Barrier.
  
'''(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.
 
  
'''(J1.10)'''
+
'''The following two notes, when appropriate, shall be placed under the title of the elevation of barrier. '''
:Panel reinforcement shall be epoxy coated.
 
  
'''(J1.11)'''
+
'''(H10.12.1) Dimensions shall be horizontal unless otherwise specified on Bridge Memorandum. '''
:Anchorage reinforcement shall be spaced to avoid roadway drop inlet behind wall.
+
:Longitudinal dimensions are <u>horizontal</u> <u>arc dimensions</u>.
  
'''(J1.12)'''
+
'''(H10.12.2)'''
: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.
+
:Longitudinal dimensions are along top of <u>barrier</u> <u>outside edge of slab</u> parallel to grade.
  
'''(J1.13)'''
+
'''The following two notes shall be placed under the permissible alternate bar shape detail. '''
: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.
 
  
 +
'''(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.
  
'''For Battered Small Block Walls'''
+
'''(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 <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.)
  
'''(J1.14)'''
+
'''(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. '''
:The top and bottom elevations are given for a vertical wall. If a battered small block wall system is used, the height of the wall shall be adjusted as necessary to fit the ground slope and the concrete leveling pad shall be adjusted as necessary to account for the wall batter. If a fence is built on an extended gutter, then the height of the wall shall be adjusted further.
+
:(1) Four feet long, centered on joint, slip-formed option only
 
: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>.
 
  
 +
<div id="Place general notes H10.19,"></div>
 +
'''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. '''
  
'''For Walls Near Bridge Abutments (Responsibility of Bridge Division)'''
+
'''(H10.19)'''
  
'''(J1.15)'''
+
:Minimum clearance to reinforcing steel shall be 1 1/2" except as shown for bars embedded into end bent.  
: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.)
 
  
 +
'''(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 <u>2'-7"</u> <u>3’-1”</u> between K9 and <u>K10 or K13</u> <u>R6</u> bars.
  
'''PREQUALIFIED MSE WALL SYSTEMS'''
+
'''(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 <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.
  
'''(J1.16) <font color="purple">[MS Cell]</font color="purple">'''
+
==== H10b. Precast Temporary Barrier====
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
 
|-
+
'''(H10.90)'''
!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
+
:Method of attachment for temporary barrier shall be <u>tie-down strap</u> <u>bolt through deck</u>.
|-
+
 
!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
+
'''(H10.91)'''
!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
+
:Temporary barrier shall not be attached to the bridge.
|-
+
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Manufacturer
+
=== H11. Fences and Sidewalks ===
!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
+
'''Pedestrian Guard Fence (Chain Link Type): General Notes'''
!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
+
'''(H11.10)'''
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Geogrid
+
:Pedestrian guard fence (Chain link type) shall be in accordance with Sec 1043 except all fabric shall have the top and bottom edges knuckled.
|-
+
 
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
'''(H11.11)'''
!style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
:All posts shall be vertical. Grout of 1/2" minimum thickness shall be placed under floor plates to provide for vertical alignment of posts.
|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;
+
'''(H11.12)'''
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"| &nbsp;
+
: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.
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"| &nbsp;
+
 
|-
+
'''(H11.13)'''
!style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"| &nbsp;
+
:Dimensions of pedestrian guard fence are measured horizontally.
!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 or if small block walls are to be built vertical.'''
+
'''(H11.14)'''
:The MSE wall system shall be built vertical.
+
: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.
  
'''(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.'''
+
'''(H11.15)'''
:The MSE wall system shall be a <u>small</u> <u>large</u> block wall system.
+
: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.
  
'''(J1.19)'''
+
'''(H11.16)'''
: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.
+
:(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>.
  
'''(J1.20)'''
+
'''(H11.17)'''
: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.
+
:Core wire size for wire fabric shall be 6 gage minimum.
+
 
:Outlet ends of pipes shall be located to avoid clogging or flow into the drainage system.
+
 
 +
'''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.  
  
'''(J1.21) Use for all large block walls.'''
+
'''(H11.38)'''
:Inverted U-shape reinforced capstone may be used in lieu of coping. Panel dowels for capstone shall be required and as provided by manufacturer.
+
:Fence shall have a gloss black finish (Federal Standard #17038). See special provisions.
  
'''(J1.22)'''
+
'''(H11.39)'''
:The MSE wall system shall be built in accordance with Sec 720.
+
:Base plate shall be ASTM A709, Grade 50.
  
'''(J1.23) Use for MSE Walls when there may be contact between dissimilar metals.'''
+
'''(H11.40)'''
:All steel soil reinforcements shall be separated from other metallic elements by at least 3 inches.
+
:All base plates, U bolts, hex nuts and washers shall be galvanized in accordance with ASTM A123 and Sec 1081.
  
'''(J1.24) Use for MSE Walls when there may be vertical obstructions in reinforced soil mass.'''
+
'''(H11.42)'''
:The splay angle should be less than 15° and tensile capacity of splayed reinforcement shall be reduced by the cosine of the splay angle.
+
:Measurement of pedestrian fence will be made horizontally and to the nearest linear foot along centerline fence.
  
:No reinforcement shall be left unconnected to the wall face or arbitrarily cut/bent in the field to avoid the obstruction.
+
'''(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.
 +
|}
 +
 +
'''(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 [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.
 +
 
 +
'''(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 <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>.
 +
 
 +
 
 +
'''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.
 +
 
 +
<div id="Making End Bents Integral"></div>
 +
'''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 <u>Class B-2 Concrete</u> <u>Slab on Steel</u>.
 +
 
 +
'''(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 <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>.
 +
 
 +
'''Curb Block-Out'''
 +
 
 +
'''(I1.60)'''
 +
:7/8"&oslash; Threaded Rods with nuts and washers shall be used in place of 7/8"&oslash; Bolts (ASTM A307).
 +
 
 +
'''(I1.61)'''
 +
:1"&oslash; holes shall be drilled through existing end post for placement of 7/8"&oslash; 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)'''
 +
:<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.
 
: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>
+
<div id="(J1.25)"></div>
'''(J1.25) '''
+
'''(J1.25) '''  
The allowable bearing pressure shall be _____ ksf.
+
: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.
 
+
 
(The allowable bearing pressure shall be determined by the Geotechnical Section and reported on the Foundation Investigation Geotechnical Report.)
+
:<u>For unimproved foundation ground, the allowable bearing pressure is _____ ksf.</u>
 
+
:<u>For improved foundation ground, the allowable bearing pressure is _____ ksf.</u>
== K. Approach Slab Notes ==
+
 
 
+
: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.
 
+
 
=== K1. General ===
+
'''(J1.25a) Use the underlined portion when limits of improved foundation ground is required by Geotechnical Section.'''
 
+
 
'''(K1.1)'''
+
:Allowable bearing pressure <u>and limits of improved foundation ground</u> shall not be adjusted from that as shown on the plans.
:All concrete for the bridge approach slab and sleeper slab shall be in accordance with Sec 503 (f'<sub>c</sub> = 4,000 psi).
+
<div id="For Small Block Walls"></div>
 
+
 
'''(K1.2)'''
+
'''For Small Block Walls'''
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.
+
 
 
+
'''(J1.26)''' Permanent shims for small block MSE wall:
'''(K1.3)'''
+
 
:The reinforcing steel in the bridge approach slab and the sleeper slab shall be epoxy coated Grade 60 with F<sub>y</sub> = 60,000 psi.
+
: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.
 
+
 
'''(K1.4)'''
+
'''(J1.27)'''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
+
:Holes shall be 5/8” round and extend 4” into the third layer of blocks, recessed 2” deep by 1 1/2" round.
 
+
'''(K1.5)'''
+
'''(J1.28) '''
: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.
+
:Rods or reinforcing bars shall be secured by an approved resin anchor system in accordance with Sec 1039.
 
+
 
'''(K1.6)'''
+
'''(J1.29) '''
:Mechanical bar splices shall be in accordance with Sec 706.
+
:Recess hole shall be backfilled with non-shrink cement grout.
 
+
 
'''(K1.7)'''
+
'''Use for all MSE wall plans.'''
:<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.
+
 
 
+
''' (J1.30)  '''
'''(K1.9)'''
+
: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.
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
+
 
 
+
<div id="(J1.31)"></div>
'''(K1.11)'''
+
'''(J1.31) Use when interior angle between two walls is less than or equal to 70°.'''
:The contractor shall pour and satisfactorily finish the bridge or semi-deep slab before pouring the bridge approach slabs.
+
 
 
+
: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).
'''(K1.12)'''
+
 
:Longitudinal construction joints in approach slab and sleeper slab shall be aligned with longitudinal construction joints in bridge or semi-deep slab.
+
'''(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).
'''(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.
+
'''(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.
'''(K1.15)'''
+
 
:For Concrete Approach Pavement details, see roadway plans.
+
'''(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.
'''(K1.17)'''
+
 
:See Missouri Standard Plans Drawing 609.00 for details of Type A Barrier Curb.
+
:See special provisions.
 
+
 
'''(K1.18)'''
+
== K. Approach Slab Notes (Notes for Bridge Standard Drawings)==
: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)'''
+
=== K1. General ===
: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.
+
 
 
+
'''(K1.1) Use for Bridge Approach Slab (Major Road) and omit underlined part for concrete sub-class Bridge Approach Slab (Minor Road).'''
'''(K1.20)'''
+
: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).
: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.
+
 
 
+
'''(K1.2)'''
'''(K1.21)'''
+
:All joint filler shall be in accordance with Sec 1057 for preformed fiber expansion joint filler, except as noted.
: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.
+
 
 +
'''(K1.3) 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.
 +
 
  
  
 
[[Category:751 LRFD Bridge Design Guidelines]]
 
[[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.