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 notes applicable to 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 culverts.'''
+
::''' 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.'''
 +
 +
:::2020 AASHTO LRFD Bridge Design Specifications (9th Ed.) 
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u> 
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''Use for all bridge final designs initiated on or after October 1, 2010, 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>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
 +
 
 +
'''Use for all 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>
  
'''Use for all bridge final designs initiated before October 1, 2010, excluding those designated as culverts-bridge. '''
+
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 +
<div id="(A1.2) Design Loading:"></div>
  
:'''GENERAL NOTES:'''
 
::'''Design Specifications:'''
 
:::2007 - AASHTO LRFD 4th Edition and 2008 Interims
 
::::Load and Resistance Factor Design
 
:::<u>2002 - AASHTO 17th Edition</u> (<u>Seismic</u> <u>Seismic Details</u>)
 
::::<u>Load Factor Design</u>
 
:::Seismic Design Category = <u>&nbsp;&nbsp;</u>
 
:::Seismic Peak Horizontal Ground Acceleration = <u>&nbsp;&nbsp;</u>
 
  
'''Use the following note on plans when repairing concrete deck.'''
+
'''(A1.2) Design Loading:'''
  
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
+
'''Use for all LRFD bridge and culvert final designs.'''
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>
+
::Vehicular = HL-93 <u>minus lane load</u> (1)
:'''Design Loading:'''
+
:: <u>No</u> <u>Future Wearing Surface</u> <u>= 35 lb/sf</u>
::<u>HL-93</u> (LRFD Superstructure, <u>LRFD</u> <u>LFD</u> Substructure)
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
 
::<u>Defense Transporter Erector Loading</u>
 
::<u>Defense Transporter Erector Loading</u>
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
+
::Earth = 120 lb/cf
 +
::Equivalent Fluid Pressure = <u>(2)</u>
 
::<u>Ø = &nbsp;</u>
 
::<u>Ø = &nbsp;</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load.<br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
  
'''Use the following note on LFD plans after July 2003 Letting.'''
+
'''Use for all LFD bridge final designs.'''
 
+
::<u>HS20-44</u> <u>HS20 Modified</u> <u>(4)</u> <u>(5)</u>  
'''GENERAL NOTES:'''
+
::<u>35 lb/sf</u> <u>No</u> Future Wearing Surface
:'''Design Specifications:'''
+
::<u>Military 24,000 lb Tandem Axle</u> <u>(5)</u>  
::2002 - AASHTO 17th Edition
+
::<u>Defense Transporter Erector Loading</u> <u>(5)</u>  
::Load Factor Design
+
::Earth 120 lb/cf, Equivalent Fluid Pressure <u>(2)</u>  
::Seismic Performance Category
 
::Acceleration Coefficient = <u>&nbsp;&nbsp;</u>
 
 
 
'''Use the following note on plans when repairing concrete deck.'''
 
 
 
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
 
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>  
 
:'''Design Loading:'''
 
::<u>HS20-44</u>
 
::<u>HS20 Modified</u>
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
::<u>Military 24,000# Tandem Axle</u>
 
::<u>Defense Transporter Erector Loading</u>
 
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
 
 
::<u>Ø =  &nbsp;</u>
 
::<u>Ø =  &nbsp;</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. <br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
 +
For rehabilitation of decks originally designed using above loads, specify using current wording when the original wording varies from that now used (“Military” used to be specified as “Modified”).
 +
 +
(1) Include for all culverts and culverts-bridges unless lane load is used.
 +
 +
(2) For bridges and retaining walls use "45 lb/cf (Min.)" unless the Ø angle requires using a larger value. For box culverts use "30 lb/cf (Min.), 60 lb/cf (Max.)".
 +
 +
(3) Use with all prestressed concrete structures. Omit underline portions for single spans.
  
 +
(4) For rehabilitation of decks originally designed using loads other than those shown, specify loading as shown on original plans.
  
 +
(5) For rehabilitation of decks specify the original design year in parentheses, e.g. (1965).
  
'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''
 
  
:'''Design Unit Stresses:'''
+
 
 +
'''(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-2 Concrete (Drilled Shafts & Rock Sockets)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B Concrete (Retaining Wall)|| ||f'c = 3,000 psi
 
|-
 
|-
|Class B-1 Concrete (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-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 (Superstructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<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-1 Concrete (Box Culvert)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Substructure)|| ||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-1 Concrete (Box Culvert)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; <u>Safety Barrier</u> <u>and</u> <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
+
|Class B-1 Concrete (Barrier)|| ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Class B-2 Concrete (Superstructure, except Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade 50)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50)|| ||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 50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS70W)||<u>fs = 38,000</u>||<u>fy = 70,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709 Grade 36)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 36,000||psi
+
|Structural Steel (ASTM A709 Grade HPS70W)|| ||f<sub>y</sub> = 70,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 50)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 50,000||psi
+
|Structural Steel HP Pile (ASTM A709  Grade 50S)|| ||f<sub>y</sub> = 50,000 psi  
 
|-
 
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
+
|Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)||width="20"| ||  f<sub>y</sub> = 45,000 psi
 
|-
 
|-
|colspan="4"|For prestressed girder stresses, see Sheets No. _ <u>&</u> _ .
+
|colspan="3"|For precast prestressed panel stresses, see Sheet No. _.
 +
|-
 +
|colspan="3"|For prestressed girder stresses, see Sheet<u>s</u> 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>
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
 +
|-
 +
|Guidance: <br/>
 +
- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).<br/>
 +
- Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features.<br/>
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
! style="background:#BEBEBE"| Standard Plan!! style="background:#BEBEBE"|When Applicable
 +
|-
 +
|703.10 thru 703.87 ||width="300"|Culvert Standards in Accordance with [[750.7 Non-Hydraulic Considerations#750.7.4.1 Standard Plans|EPG 750.7.4.1 Standard Plans ]]
 +
</center>
 +
|}
 +
</center><br/>
 +
- Examples for exclusion (no need to include):<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 606.60: guardrail transition – roadway item<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 706.35 Bar Supports for Concrete Reinforcement<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction<br/>
 +
|}
 +
</center>
 
=== A2. Concrete Box Culverts and Other Type Structures ===
 
=== A2. Concrete Box Culverts and Other Type Structures ===
  
Line 149: Line 204:
 
'''(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 165: Line 220:
  
 
'''(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 177: Line 232:
  
 
'''(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 183: Line 238:
  
 
'''(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 193: Line 248:
  
 
'''(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.
  
  
Line 208: Line 264:
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
  
'''(A2.12)'''
 
:Note: Slope of bottom slab shall be placed at natural stream gradient.
 
 
'''(A2.13)'''
 
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.
 
  
 
'''(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.'''
 
'''(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.'''
Line 228: Line 279:
 
'''(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 234: Line 285:
 
'''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. Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.  '''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.
+
:Field connections shall be made with 3/4" diameter ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> bolts and 13/16" diameter holes, except as noted.  
  
  
Line 255: Line 306:
 
: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, See Sec 1081.  “System I” may be used for water crossings and where note A4a1.3 is used. '''
  
'''<u>Coating New Steel (Notes A4a.1 – A4a.6)</u>'''
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finish Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
'''(A4a.1) '''
+
'''(A4a1.2) '''
  
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1081.
+
:Prime Coat: The cost of the 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 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>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="4"|Estimated Quantities
 +
|-
 +
!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>'''  
  
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>"Finish Field Coat (System G)"</u> <u>"Finish Field Coat (System I)"</u>.
+
'''(A4a1.9) Use the 2<sup>nd</sup> underlined option for grade separations where System I finish field coat is only required on the fascia surfaces. See Sec 1081. “System I” may be used for water crossings and where note A4a1.13 is used.'''
  
'''(A4a.7) '''
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
: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".
+
'''(A4a1.10)'''
  
'''(A4a.8) '''
+
: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.
  
: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.  
+
'''(A4a1.11) '''
  
'''(A4a.9) Use for recoating truss bridges'''
+
: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.   
  
:'''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.)'''
+
'''(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.'''
  
: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.  
+
: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>.
  
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
+
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
'''<u>Overcoating Existing Steel (Notes A4a.10 – A4a.16)</u> '''
 
  
'''(A4a.10) '''
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 +
 
 +
'''(A4a1.14) Use for recoating truss bridges.  '''
 +
 
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
 +
|-
 +
|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 <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.
 +
 
 +
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
 +
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''
 +
 
 +
'''(A4a1.21) '''
  
 
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.
 
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.
 
   
 
   
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Overcoating Structural Steel".  
+
: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) '''
+
'''(A4a1.22) '''
  
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for "Calcium Sulfonate Rust Penetrating Sealer".  
+
: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.  
  
'''(A4a.12) Use when a prime coat is not required. '''
+
'''(A4a1.23) Use when a prime coat is not required. '''
  
 
:Prime Coat: Prime coat shall not be required.
 
:Prime Coat: Prime coat shall not be required.
  
'''(A4a.13) Use when prime coat is noted on the Bridge Memorandum as required. '''
+
'''(A4a1.24) Use when prime coat is noted on the Bridge Memorandum as required. '''
  
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Primer".  
+
: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.  
  
'''(A4a.14) '''
+
'''(A4a1.25) '''
  
: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".
+
: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.
  
 
<div id="(A4a.15) Use when two different new coating systems are used. Show detail on plans."></div>
 
<div id="(A4a.15) Use when two different new coating systems are used. Show detail on plans."></div>
'''(A4a.15) Use when two different new coating systems are used. Show detail on plans.'''
+
'''(A4a1.26) Use when two different new coating systems are used. Show detail on plans.'''
  
:Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate filed 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: 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.
  
'''(A4a.16) Use when new coating system overlaps existing coating system. Show detail on plans.'''
+
'''(A4a1.27) Use when new coating system overlaps existing coating system. Show detail on plans.'''
  
:Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate filed 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 H in accordance with Sec 1080.  
 
:Protective Coating: System H in accordance with Sec 1080.  
  
'''(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.  
+
: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.  
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 H in accordance with Sec 1080.
  
'''(A4b.4) '''
+
'''(A4a2.11) '''
 
 
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1080 and Sec 1081 for "Recoating of Structural Steel (System G, H or I)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".
 
 
 
'''(A4b.5) '''
 
  
: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.  
+
: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.  
  
'''(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. '''
+
'''(A4a2.12) '''
  
: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)".
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>.
  
 +
'''(A4a2.13) Use same note A4.3 (repeated here for completeness) for existing steel as for new steel. The coating color shall be as specified on the Design Layout. '''
  
====A4c. <u>Miscellaneous</u>====
+
: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).
  
'''[A4c Notes Series]'''
+
=====A4a3. <u>Miscellaneous</u>=====
  
'''(A4c.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
+
'''(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 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.  
+
: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.  
  
'''(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.)'''
+
'''(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 <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.
  
====A4d. Concrete Protective Coatings====  
+
====A4b. Concrete Protective Coatings====
  
'''[A4d Note Series]'''
+
=====A4b1. Concrete Protective Coatings=====
  
 
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 435: Line 552:
 
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.'''
+
:This structure contains non-redundant Fracture Critical Members (FCM). FCM requirements shall be in accordance with [https://www.modot.org/media/20575 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 445: Line 560:
  
 
'''(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.
  
 +
::{| style="margin: 1em auto 1em auto" align="left"
 +
|-
 +
|(1)||List all items used for the detached wing walls.
 +
|-
 +
|valign="top"|(2)|| For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.
 +
|}
  
<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 467: Line 590:
 
: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 489: Line 609:
  
 
'''(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 498: Line 618:
  
 
'''(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 507: Line 627:
  
 
'''(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 518: Line 638:
 
'''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 550: Line 670:
 
: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 576: Line 698:
 
: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 647: Line 764:
 
|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 661: Line 778:
 
|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 678: Line 795:
  
 
{|
 
{|
|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 Plain bolts, complete in place, will be considered completely covered by the contract unit price for <u>Galvanized</u> 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.'''
  
'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''
+
'''(B3.7)'''
 
+
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
'''(B3.4)'''
 
: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.'''
 
: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.'''
+
'''(B3.8) Place a * next to supplementary wearing surface material 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 superstructure quantities for intermediate bents.
 
  
 +
:<font color = "white">(</font color = "white">'''*''' Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.
  
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
+
'''(B3.9) 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.'''
  
'''(B3.7)'''
+
:<font color = "white">(</font color = "white">'''**''' The minimum allowable water usage shall be 55 gallons per minute.
:<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 ====
+
==== B3b. Box Culverts====
  
 
Estimated Quantities Table for Box Culverts
 
Estimated Quantities Table for Box Culverts
Line 724: Line 834:
  
 
'''(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;
+
!width="300" colspan=2 |Estimated Quantities||width="100"|Final Quantities
!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="left"| Class 4 Excavation||cu. yard||
|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>
+
|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 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"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|&nbsp;
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|}
 
|}
 
  
 
<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 779: Line 865:
 
|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 788: Line 870:
 
|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 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 802: Line 885:
 
: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 815: Line 898:
  
 
'''(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 862: Line 949:
 
|-
 
|-
 
|&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.'''
  
 +
:{|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;
 +
|}
  
=== C1. Bill of Reinforcing Steel ===
+
: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 936: Line 1,050:
 
'''(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 944: Line 1,059:
 
'''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 959: Line 1,065:
 
'''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 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 974: Line 1,080:
 
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 980: Line 1,086:
 
: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 1,010: Line 1,116:
  
 
'''(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 inches. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.  
+
: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 1,071: Line 1,171:
 
=== 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)'''
 
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation <u> &nbsp; &nbsp; &nbsp; </u>. Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
 
  
 
+
'''(E1.4) Use for fill at pile cap end bents. Use <u>approach</u> for semi-deep abutments.'''
Removal of Roadway Fill at Side (When specified on the Design Layout.)
+
: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.
 
 
'''(E1.2)'''
 
:Old roadway fill on the <u>left</u> <u>right</u> shall be removed to the natural ground line for the length of the new bridge as roadway excavation.  Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
 
 
 
 
 
Fill at Pile Cap End Bents (All pile cap end bents)
 
 
 
'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
 
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u>'''(*)''' beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.
 
  
 
=== E2. Foundation Data Table ===
 
=== E2. Foundation Data Table ===
Line 1,093: Line 1,182:
 
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>
 
|-
 
|-
!colspan="8"|Foundation Data
+
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
 
|-
 
|-
!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
+
!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="10"|Load Bearing Pile||colspan="2"|Pile Type and Size||CIP 14”||CIP 14”|| CIP 16”||HP 12x53||HP 10x42
+
|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"|CIP Type||Foundation|| Foundation|| Trestle|| - || -
+
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
 
|-
 
|-
|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"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
 
|-
 
|-
|colspan="2"|Quantity, ea.||6||8||15||12|| 6
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
 
|-
 
|-
|colspan="2"|Approximate Length, ft.||50|| 50||60||67|| 53
+
|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"|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"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
 
|-
 
|-
|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"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
 
|-
 
|-
|colspan="2"|Minimum Tip Penetration (Elev.), ft.|| 303|| 303|| 285|| - || -
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
 
|-
 
|-
|colspan="2"|Criteria for Minimum Tip Penetration || Minimum Embedment||Minimum Embedment||Scour|| -|| -
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
 
|-
 
|-
|colspan="2"|Hammer Energy Required, ft-lb||8,200||8,200||9,900||15,400|| 14,200
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
 
|-
 
|-
|rowspan="2"|Spread<br/>Footing||colspan="2"|Foundation Material|| - || - ||Shale|| Rock|| -
+
|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"|<u>Design Bearing</u>&nbsp; <u>Minimum Nominal</u><br/><u>Bearing Resistance</u>, ksf|| - || - ||10.2||22.6|| -
+
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
 
|-
 
|-
|rowspan="8"|Rock<br/>Socket<br/>(Drilled<br/>Shaft)||colspan="2"| Number|| - || - ||2|| 2|| -
+
|colspan="2" align="left"|<u>Design Bearing</u> <u>Minimum Nominal</u><br/><u>Bearing Resistance</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||10.2||22.6|| -
 
|-
 
|-
|rowspan="3"|Layer 1|| Foundation Material|| -|| -|| Rock|| Rock|| -
+
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
 
|-
 
|-
|Elevation Range, ft.|| -|| -|| 410-403|| 410-398|| -
+
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
 
|-
 
|-
|<u>Design Side Friction</u> &nbsp;<u>Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>, ksf|| -|| -||20.0|| 20.0|| -
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
 
|-
 
|-
|rowspan="3"|Layer 2|| Foundation Material|| -|| - || Shale|| - || -
+
| 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|| -
 
|-
 
|-
|Elevation Range, ft.|| -|| -|| 403-385 || -|| -
+
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
 
|-
 
|-
|<u>Design Side Friction</u> &nbsp;<u> Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>, ksf|| -|| -||9.0|| -|| -
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -  
 
|-
 
|-
|colspan="2"|<u>Design End Bearing</u> &nbsp; <u>Minimum Nominal Axial Compressive Resistance (Tip Resistance)</u>, ksf|| -|| -||12||216|| -
+
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||9.0|| - || -
 
|-
 
|-
|colspan="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/> 1. Design bearing value for AASHTO group loads I thru VI. <br/>2. Design bearing for seismic loads / 2.0
+
|colspan="2" align="left"|<u>Design End Bearing</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Tip Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||12||216|| -
 
|-
 
|-
|colspan="8" align="left"|'''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
+
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
 +
|-
 +
|colspan="8" align="left"|'''2''' Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
 +
|-
 +
|colspan="8" align="left"|'''3''' For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
 +
|-
 +
|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"
 +
|-
 +
| 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 1,260:
 
|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  
 +
|-
 +
|DT = Dynamic Testing
 
|-
 
|-
|Dynamic Pile Testing
+
|WEAP = Wave Equation Analysis of Piles
 
|-
 
|-
|Other Method
+
|SLT = Static Load Test
 
|-
 
|-
 
|colspan="7"  style="background:#BEBEBE"|
 
|colspan="7"  style="background:#BEBEBE"|
Line 1,177: Line 1,286:
 
|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'''
 
 
|-
 
|-
 
|colspan="3"|Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
 
|colspan="3"|Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
Line 1,190: Line 1,297:
 
|}
 
|}
  
'''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 1,306:
  
 
'''(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.
 +
 
 +
<div id="Drilled Shafts"></div>
 
'''Drilled Shafts'''
 
'''Drilled Shafts'''
  
'''(E2.29)'''
+
'''(E2.29) Include underlined portion when a minimum thickness is required and shown on the plans as minimum.'''
 
:Thickness of permanent steel casing shall be <u>as shown on the plans and</u> in accordance with Sec 701.
 
: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.'''
 
'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
:An additional 4 feet has been added to V-bar lengths and 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.
+
:An additional 4 feet has been added to V-bar lengths and additional __-#_-P___ bars have been added in the quantities, if required, for possible change in drilled shaft or rock socket length. The additional V-bar length shall be cut off or included in the reinforcement lap if not required. The additional P bars shall be spaced similarly to that shown in elevation, if required, or to a lesser spacing if not required, but not less than 6-inch centers.
  
'''(E2.31) Note not required with drilled shafts for high mast tower lighting. 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.)'''
+
'''(E2.31) Note not required with drilled shafts for high mast tower lighting. '''
  
 
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
 
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
Line 1,250: Line 1,365:
  
 
'''(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.)'''
 
'''(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.
+
:[[Image:751.50 E3.2 boring.jpg|12px]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>The locations of all subsurface borings for this structure are shown on the  plan sheet(s) for this structure.  The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, are shown on Sheet(s) No.___ and may be included in the Electronic Bridge Deliverables. They will also be available from the Project Contact upon written request.  No greater significance or weight should be given to the boring data depicted on the plan sheets than is given to the subsurface data available from the district or elsewhere.<br/>&nbsp;<br/>The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project.  A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.
  
 
'''(E3.4) (Place on the Boring Data Sheet)'''
 
'''(E3.4) (Place on the Boring Data Sheet)'''
 
:For location of borings see Sheet(s) No. <u> &nbsp; </u>.
 
:For location of borings see Sheet(s) No. <u> &nbsp; </u>.
 +
<div id="Final clearance - Bridges over Railroads"></div>
 +
'''Final clearance - Bridges over Railroads'''
  
 +
'''(E3.5) In the general elevation detail, the vertical clearance dimension callout shall be the following asterisked note placed near the detail. '''
  
'''Final clearance - Bridges over railroads'''
+
: <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.
'''(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.).
 
 
 
  
 
'''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 1,270: Line 1,383:
  
 
'''(E3.7)'''
 
'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation <u>[[#E5 notes|(1)]]</u>. <u>[[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].</u>
+
:If the seal course is omitted, by the approval of the engineer, bottom of footing shall be placed at the elevation shown on the plans.
 +
 
 +
<div id="Bar placement in slabs"></div>
 +
'''Bar placement in slabs''' (Notes E3.8 – E3.9)
  
<div id="E5 notes"></div>
+
'''Guidance Notes for Detailing:''' Indicate only the top longitudinal slab bars affected for tying the R4 barrier bar. It may be that only one bar needs to be indicated for shifting.  
(1) Elevation as shown on the Design Layout.
 
  
(2) Do not use payment sentence when footing elevation remains the same.
+
'''(E3.8) Use note with detail drawing indicating which bars are to be shifted.'''
 +
:Contractor may shift or swap bars as needed to tie R4 bar in barrier (4” min. bar spacing).
  
(3) Increase footing length when required by design.
+
'''(E3.9) Use note with detail drawing to indicate top edge longitudinal slab bar only.'''
 +
:Contractor may shift bar as needed to tie R3 bar in barrier.
  
 
== F. Blank ==
 
== F. Blank ==
Line 1,305: Line 1,422:
  
 
'''(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 1,317: Line 1,434:
 
: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.'''
+
'''(G1.9) '''
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.
+
: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.
  
 +
'''(G1.9.1) Use appropriate girder sheet number. Use underlined part for Bulb-Tee girders and NU-girders.'''
 +
:For location of coil tie rods<u>, #6-H_ (thru gdr. web)</u> 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 1,359: Line 1,477:
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
  
 +
<div id="All Substructure Sheets with Anchor Bolts"></div>
 +
 +
'''All Substructure Sheets with Anchor Bolts'''
 +
 +
'''(G1.15A)'''
 +
:Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".
  
'''All Substructure Sheets with Anchor Rods'''
+
'''(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc. '''
  
'''(G1.15)'''
+
:Holes for anchor bolts may be drilled into the substructure.  
:Reinforcing steel shall be shifted to clear anchor rod wells by at least 1/2".
 
  
  
 
'''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 1,401: Line 1,524:
 
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.
  
'''(G1.41) Use the following note when vertical column steel is hooked into the bent beam.'''
+
'''(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.'''  
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D. '''
 +
:The hooks of vertical bars embedded in the beam cap shall not be turned outward, away from the column core.
  
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
Line 1,419: Line 1,556:
 
'''(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 1,463: Line 1,604:
 
: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 1,513: Line 1,656:
  
 
'''(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/media/20575 Sec 702].
  
'''(H1.14)'''
+
'''(G7.2) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Seismic Anchor Detail – Galvanized.'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
+
:Galvanizing angles, bolts, washers and nuts will not be required.
 +
<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/media/20575 Sec 702].
: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.
 
  
 +
== H. Superstructure Notes ==
  
'''Wide Flange Beams - (Shop Welding)'''
 
  
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
+
=== H1. Steel ===
: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.
 
  
 +
'''Plate Girders - (Shop welding)'''
  
'''Shear Connectors'''
+
'''(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.
  
'''(H1.17)  Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
 
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
 
  
'''(H1.18)'''
+
'''Welded Shop Splices'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.
 
  
 +
'''(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.
  
'''Notch Toughness for Wide Flange Beams
+
'''(H1.2) Use for the welded connection of intermediate web stiffener to compression flange and intermediate diaphragm connection plate to compression flange.'''
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
+
:(2) Weld to compression flange as located on Elevation of Girder.  
:(Place the following note near the "Plan of Structural Steel".)'''
 
  
'''(H1.19)'''
+
<div id="(H1.3) Add to note (H1.2)"></div>
:<math>\, *</math> Notch toughness is required for all wide flange beams.
 
  
 +
'''(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.'''
  
'''(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".)'''
+
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
  
'''(H1.20)'''
 
:<math>\, *</math> Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
 
  
 +
'''Plate Girders with Camber'''
  
'''Notch Toughness for Plate Girders
+
'''(H1.4) Place near the elevation of girder.'''
:'''(Place the following note on the sheet with 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>.
:'''(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)'''
 
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
 
:All web plates shall be subject to notch toughness requirements.
 
  
'''(H1.21.1)'''
+
'''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).'''
: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.
 
  
 +
'''(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.
  
'''(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.)'''
+
'''(H1.6)'''
 +
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
  
'''(H1.22)'''
+
'''(H1.6.1)'''
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
+
:Dead load deflection includes weight of structural steel, concrete slab, and barrier.
  
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
+
'''(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.
  
'''(H1.23)'''
+
'''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.
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
 
  
  
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Bolted Field Splices for Plate Girders and Wide Flange Beams use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.'''
  
'''Plan of Structural Steel and Elevation of Stringers or Girders'''
+
'''Place the following notes near detail of bolted field splice:'''
 +
<div id="(H1.8) Include underline"></div>
 +
'''(H1.8) Include underline portion for Class C or D faying surfaces.  Class B is standard and included in Spec Book 1081.10.3.10.1.'''
 +
 +
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation. <u>The surface condition factor shall be for Class</u> <u>C</u> <u>D</u> <u>with coefficient of</u> <u>0.30.</u> <u>0.45.</u>
  
'''(H1.24)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
+
|-
 +
|colspan="2"|'''Guidance:'''   MoDOT typically uses Class B.
 +
|-
 +
|width="150" valign="top"|Class A Surface: ||Unpainted clean mill scale, and blast-cleaned surfaces with Class A coatings. Surface condition factor = 0.30 (Not used by MoDOT)
 +
|-
 +
|valign="top"|Class B Surface: ||Unpainted blast-cleaned surfaces to SSPC-SP 6 or better, and blast-cleaned surfaces with Class B coatings (inorganic zinc primer), or unsealed pure zinc or 85/15 zinc/aluminum thermal-sprayed coatings with a thickness less than or equal to 16 mils. Surface condition factor = 0.50
 +
|-
 +
|valign="top"|Class C Surface: ||Hot-dip galvanized surfaces. Surface condition factor = 0.30
 +
|-
 +
|valign="top"|Class D Surface:||Blast-cleaned surfaces with Class D coatings (organic zinc-rich primer). Surface condition factor = 0.45
 +
|}
  
 +
'''(H1.8.1)'''
 +
:Bolts shall be 7/8” Ø ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> in 15/16” Ø holes.
  
'''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)'''
+
'''Structures without Longitudinal Section'''
: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.
 
  
 +
'''(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.
  
'''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)'''
+
'''Top of End Bent Backwall (Without expansion device)'''
:For location of slab drain attachment holes, see slab drain details sheet.
 
  
 +
'''(H1.10)'''
 +
:Two layers of 30-lb roofing felt.
  
'''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'''
+
'''Section thru Spans'''
 
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 
  
'''(H1.28)'''
+
'''(H1.11) Place on the slab sheet when applicable.'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: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 Constant Depth or Variable Depth Stringers or Girders'''
+
'''Web Stiffeners'''
  
'''(H1.29)'''
+
'''(H1.12)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
 +
'''(H1.13)'''
 +
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.14)'''
+
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
+
'''(H1.15)'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
+
: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.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Wide Flange Beams - (Shop Welding)'''
 
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
+
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
+
: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.
  
  
'''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.)'''  
+
'''Shear Connectors'''
  
'''Plan of Structural Steel'''
+
'''(H1.17)  Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
 +
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
  
'''(H1.36)'''
+
'''(H1.18)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Shear connectors shall be in accordance with [https://www.modot.org/media/20575 Sec 712, 1037 and 1080].
  
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''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".)'''
  
'''(H1.37)'''
+
'''(H1.19)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: Notch toughness is required for all wide flange beams.
  
  
'''Structures on Vertical Curve'''
+
'''(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".)'''  
  
'''(H1.39)'''
+
'''(H1.20)'''
:Elevations shown are at top of web before dead load deflection.
+
:∗  Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
+
'''Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)
 +
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 +
:'''(See [[751.5 Structural Detailing Guidelines#751.5.9.3.2 Notch Toughness|Plate Girder Example]] for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)'''
  
'''(H1.40)'''
+
'''(H1.21)'''
: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.
+
:∗ ∗ ∗  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.
  
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
 
  
'''(H1.40.1)'''
+
'''(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.) '''
: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.
+
 
 +
'''(H1.22)'''
 +
:∗ ∗ ∗  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'''
 +
 
 +
'''(H1.23a)'''
 +
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, 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.
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
+
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-specifications-highway-construction#page=9 Sec 1080].
  
'''(H1.42)'''
+
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
: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.
 
  
'''(H1.45) Place near detail B and optional detail B with cross frame diaphragms. '''
+
'''Plan of Structural Steel and Elevation of Beams or Girders'''
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".
 
  
=== H2. Concrete ===
+
'''(H1.24)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
  
  
==== H2a. Continuous Slab ====
+
'''Oversized Holes for Intermediate Diaphragms'''
 +
 +
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
  
'''(H2a.1) Use for voided slabs'''
+
'''(H1.26)'''
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centersFiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].
+
: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 usedHoles in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
  
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
+
'''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.'''
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''(H1.27)'''
|+(Do not show this table on plans)
+
:For location of slab drain attachment holes, see slab drain details sheet.
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
+
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
+
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
+
'''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.)'''
!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]]
+
 
|-
+
'''Plan of Structural Steel'''
|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"
+
'''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 black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
+
'''(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"|8"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
'''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"|0.200"
+
 
|-
+
'''(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"|9"
+
: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"|9.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
+
'''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"|10"
+
'''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"|10.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
'''(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"|0.225"
+
: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"|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"
+
'''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"|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"
+
'''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"|12"
+
'''(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"|12.0"
+
: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"|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"
+
 
|-
+
'''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"|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"
+
'''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"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
+
'''(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>.
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|}
 
  
==== H2b. Precast Prestressed Panels ====
 
  
'''H2b1. Notes for both Concrete and Steel Spans '''
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
  
'''(H2b1.1)'''
+
'''(H1.37)'''
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
+
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''(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)'''
+
'''Structures on Vertical Curve'''
: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)'''
+
'''(H1.39)'''
:Initial prestressing force = 17.2 kips/strand.
+
:Elevations shown are at top of web before dead load deflection.
  
'''(H2b1.5)'''
 
:The method and sequence of releasing the strands shall be shown on the shop drawings.
 
  
'''(H2b1.6)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
: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)'''
+
'''(H1.40) Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.  '''
: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.
+
:Bolts shall be ¾” ø 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.  
  
'''(H2b1.8)'''
 
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
 
  
'''(H2b1.9)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
:All reinforcement other than prestressing strands shall be epoxy coated.
 
  
'''(H2b1.10''')
+
'''(H1.40.1)'''
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
+
: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.
  
'''(H2b1.11)'''
 
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
 
  
'''(H2b1.12)'''
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
+
: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.
  
'''(H2b1.13)'''
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
:S-bars are not listed in the bill of reinforcing.
+
: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.
  
'''(H2b1.14)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
: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.
+
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
'''(H2b1.15)'''
+
<div id="Deflection and Haunching:"></div>
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
+
'''Deflection and Haunching: (Use for wide flange deck replacements.) '''
  
'''(H2b1.16)'''
+
'''(H1.50)'''
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
:The contractor shall determine dead load deflections and haunching based on field measurements and/or existing bridge plans and these may be adjusted based on the difference between the new and existing dead load weights.
  
'''(H2b1.17)'''
+
'''(H1.51)'''
: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.
+
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2b1.18)'''
+
'''(H1.53) Drip angles''' (Notes for Bridge Standard Drawings)
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
+
:'''(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 ½” diameter ASTM F3125 Grade A325 Type 3 for bolted connection.
  
'''(H2b1.19) '''
+
=== H2. Concrete ===
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
 
  
'''(H2b1.20)'''
 
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
 
  
'''(H2b1.21)'''
+
==== H2a. Continuous Slab ====
: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.
 
  
 +
'''(H2a.1) Use for voided slabs'''
 +
: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. Additional Notes for Panels on Concrete Spans'''
 
  
'''(H2b2.1) Use for MoDOT Standard Girders (Types 2, 3, 4 & 6)'''
+
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
: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.
 
  
'''(H2b2.3) Use for NU Standard Girders and MoDOT Bulb-Tee Standard Girders (Types 7 & 8)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
: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.).
+
|+(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
'''(H2b2.6)'''
+
!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]]
: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.
+
!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]]
'''(H2b2.7)'''
+
|-
: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.
+
|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"
'''(H2b2.8)'''
+
|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"
:Slab thickness over prestressed panels varies due to girder camber.
+
|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"
 
+
|-
'''(H2b2.9)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
: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="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"
'''(H2b2.10)'''
+
|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"
: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="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
'''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"|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"
'''(H2b3.1)'''
+
|-
: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"|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"
'''(H2b3.2)'''
+
|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"
: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:3px solid black"|0.225"
 
+
|-
'''(H2b3.3)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel.  No payment will be made for additional labor or materials for the adjustment.
+
|width="50pt" style="border-top:1px solid 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"
'''(H2b3.4)'''
+
|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"
: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="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
'''(H2b3.5)'''
+
|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"
: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"|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"
==== H2c. Prestressed 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"|14"
'''H2c1. Notes for all Girders and Beams '''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
'''Place 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:3px solid black"|0.250"
 
+
|-
'''(H2c1.1)'''
+
|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"
: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="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"
'''(H2c1.2)'''
+
|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"
:(+) indicates prestressing strand.
+
|-
 
+
|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"
'''(H2c1.3)'''
+
|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"
: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"|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"
'''(H2c1.4) 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 '''
+
|-
: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"|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"
'''(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"|2'-6"
:Drilling is not allowed. 
+
|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. '''
+
|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"
:For Girder Camber Diagram, 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"|20.85"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
'''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:3px solid black"|0.350"
 
+
|-
'''(H2c1.10) '''
+
|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"
:The 1 1/2"ø holes shall be cast in the web for steel 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"|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"
'''(H2c1.11) '''
+
|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"
:For details of diaphragms, 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"|22 7/8"
'''(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="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
: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"|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"
'''(H2c1.20) Place under the elevation of the girder or beam when applicable.  Use for all girders and beams except double-tee girders. '''
+
|-
: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: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"
'''(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:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
: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:3px solid black; 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.'''
 
 
 
'''(H2c1.30) '''
 
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
 
 
 
'''(H2c1.31) '''
 
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed <u>girder</u> <u>beam</u> will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u>.  
 
 
 
'''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. '''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
  
'''(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.  '''
+
'''H2b1. Notes for both Concrete and Steel Spans '''
: '''**''' 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. '''
+
'''(H2b1.1)'''
: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.
+
: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)'''
 +
: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.
  
'''H2c2. Additional NU-Girder Notes'''  
+
'''(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.
  
'''Place general notes H2c2.1 thru H2c2.3 with H2c1 general notes where space allows. '''
+
'''(H2b1.4)'''
 +
:Initial prestressing force = 17.2 kips/strand.
  
'''(H2c2.1) '''
+
'''(H2b1.5)'''
:Girders shall be lifted by devices designed by the fabricator.
+
:The method and sequence of releasing the strands shall be shown on the shop drawings.
  
<div id="(H2c2.2)"></div>
+
'''(H2b1.6)'''
'''(H2c2.2) Use for NU 35 and NU 43 only '''
+
: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.
: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) '''
+
'''(H2b1.7)'''
: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.
+
: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.
  
<div id="(H2c2.10)"></div>
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
'''(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. '''
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
: '''***''' 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.
 
  
 +
'''(H2b1.9)'''
 +
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''H2c3. Additional Double-Tee Girder Notes  '''
+
'''(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.
  
'''Place general notes H2c3.1 thru H2c12.3 with H2c1 general notes where space allows. '''
+
'''(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.
  
'''(H2c3.1) '''
+
'''(H2b1.12)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
+
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''(H2c3.2) '''
+
'''(H2b1.13)'''
: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.  
+
:S-bars are not listed in the bill of reinforcing.
  
'''(H2c3.3) '''
+
'''(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes. '''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
+
: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.
  
'''(H2c3.4) '''
+
'''(H2b1.15)'''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
+
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''(H2c3.5) '''
+
'''(H2b1.16) References the transverse S-bars extension into integral end bents 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.
+
:Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.
  
'''(H2c3.6) '''
+
'''(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels. '''
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
: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.
  
'''Use notes H2c3.10 thru H2c3.12 when a thrie beam bridge rail is used.  '''
+
'''(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.
  
'''(H2c3.10) '''
+
'''(H2b1.19) Place under the Bending Diagram for U1 Bar. '''
:See slab sheet for spacing of rail posts.
+
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
  
'''(H2c3.11) '''
+
'''(H2b1.20) Place as last 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.
+
: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.
  
'''H2c4. Blank '''
+
'''(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 <u>girder</u> <u>beam (Typ.)</u>.
  
 +
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
 +
:Contractor shall ensure proper consolidation under and between panels.
  
'''H2c5. Blank  '''
+
'''(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. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
+
'''(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.
  
'''(H2c6.1) Place with camber diagram for all girders and 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. '''
:Conversion factors for <u>girder</u> <u>beam</u> camber 
+
: #3-P2 bars near edge of panel at bottom (under strands).
  
:'''Use with spans 75' and greater in length. '''
+
'''(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. '''
:0.1 pt. = 0.314 x 0.5 pt.
+
: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.
: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. '''
+
'''(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. '''
:0.25 pt. = 0.7125 x 0.5 pt.  
+
:P1 bars not required for integral bents.
  
'''Place notes H2c6.10 thru H2c6.14 with slab haunching diagram (slab thickness diagram for double-tee girders and adjacent beams). '''
+
'''(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.
  
'''(H2c6.10) Use for all girders and beams. Omit underline parts for double-tee girders and adjacent beams.  '''
 
: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. 
 
  
'''(H2c6.11) Use for all girders and beams except for double-tee girders and adjacent beams.  '''
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
: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>. 
 
  
'''(H2c6.12) Use only for double-tee girders and adjacent beams. '''  
+
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
:Concrete in the slab overlay is included in the estimated quantities for Reinforced Concrete Slab Overlay.  
+
: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.
  
'''(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. '''
+
'''(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes. '''
: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>.
+
: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.
  
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet. '''
+
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.   
+
: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 thicknessDimensions 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 <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. Steel Intermediate Diaphragms '''  
+
'''(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.
  
'''(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].  '''
 
:(*) 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 [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].  '''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:(**) 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.
 
  
'''(H2c7.3) '''
+
'''(H2b3.1) Place as third note under Joint Filler heading in the General Notes. '''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
+
: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.  
  
'''(H2c7.4) '''
+
'''(H2b3.2) Place as fourth note under Joint Filler heading in the General Notes. '''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
+
: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.
  
'''(H2c7.5) '''
+
'''(H2b3.3) References the slab thickness above the panel shown in Section A-A. '''
: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.  
+
: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.
  
'''(H2c7.6) '''
+
'''(H2b3.5) Place as second note under Joint Filler heading in the General Notes. '''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.  
+
: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.
 
 
   
 
'''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%. '''
+
==== H2c. Prestressed Girders and Beams====
:Diaphragms at intermediate bents shall be built vertical.
 
  
=== H3. Bearings ===
+
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''
  
 +
'''(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.
  
==== H3a. Type C & D ====
+
'''(H2c1.3)'''
 +
:Use ___, <u>1/2</u> <u>0.6</u>"ø, Grade 270, strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
  
'''The following notes apply to Type "C" Bearings.'''
+
'''(H2c1.4) '''
 +
:Pretensioned members shall be in accordance with Sec 1029.
  
'''(H3.1)'''
+
'''(H2c1.5) '''
:Anchor rods for Type "C" bearings shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete.  Swedging shall be 1" less than the extension into the concrete.  Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel.  The top of anchor rods shall be set approximately 1/4" below the top of bearing.
+
:Fabricator shall be responsible for location and design of lifting devices.  
  
'''(H3.2)'''
+
'''(H2c1.7) All girders and beams except double-tee girders. Use top flange blockout for NU girders only.'''
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Exterior and interior <u>girders</u> <u>beams</u> are the same, except for coil ties <u>,</u> <u>and</u> <u>top flange blockout</u> <u>,</u> <u>and</u> <u>coil inserts for</u> <u>slab drains</u> <u>and</u> <u>holes for steel intermediate diaphragms</u> <u>and holes for #6 bar</u>.
 +
 +
'''(H2c1.9) Use when the camber diagram is placed on another sheet. '''
 +
:For <u>Girder</u> <u>Beam</u> Camber Diagram, see Sheet No. __.  
  
'''(H3.3)'''
+
<div id="(H2c1.10)"></div>
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
+
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
 +
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed. For location of holes and details of steel intermediate diaphragms, see Sheet No. __.
  
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(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>. '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
  
'''(H3.5)'''
+
'''(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>. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
: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>.
  
 +
<div id="(H2c1.38)"></div>
 +
'''(H2c1.38) Use <u>and #6 bars</u> for Bulb-Tee girders and NU-girders. '''
 +
:For location of coil ties <u>and #6 bars</u> at concrete bent diaphragms, see Sheet<u>s</u> No. __<u>and</u> __. 
  
'''The following notes apply to Type "D" Bearings.'''
+
'''(H2c1.39) Place note near coil tie detail for Bulb-Tee girders and NU-girders '''
 +
:Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.
 +
 +
'''(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).'''
 +
:All strands are fully bonded unless otherwise noted.
  
'''(H3.6)'''
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
: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.
+
: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.  
  
'''(H3.7)'''
 
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.8)'''
+
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''  
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
+
<div id="(H2c2.2)"></div>
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
'''(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.  
  
'''(H3.10)'''
+
'''(H2c2.3) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
: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.
  
 +
<div id="(H2c2.10)"></div>
  
'''The following note applies to Type "D" Bearings Modified.'''
+
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes.  '''
  
'''(H3.11)'''
+
'''(H2c3.1) '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
  
==== H3b. Type E ====
+
'''(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.  
  
'''The following notes apply to Type "E" Bearings.'''
+
'''(H2c3.3) '''
 +
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.
  
'''(H3.15)'''
+
'''(H2c3.4) '''
: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.
+
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
  
'''(H3.16''')
+
'''(H2c3.5) '''
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
+
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
  
'''(H3.17)'''
+
'''(H2c3.6) '''
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
  
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used.  '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.19) <font color="purple">[MS Cell]</font color="purple">'''
+
'''(H2c3.10) '''
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
:See slab sheet for spacing of rail posts.
  
'''(H3.20)'''
+
'''(H2c3.11) '''
: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.
+
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.   
  
'''(H3.21)'''
+
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
'''H2c4. Blank'''
  
'''The following note apply to Type "E" Bearings Modified.'''
 
  
'''(H3.22)'''
+
'''H2c5. Blank  '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
  
==== H3c. Type N PTFE ====
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
 +
<div id="(H2c6.1)"></div>
  
'''(H3.25)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
: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.
+
:Conversion factors for <u>girder</u> <u>beam</u> camber (Estimated at 90 days):  
  
'''(H3.26)'''
+
:'''Use with spans 75' and greater in length. '''
: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).
+
: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.  
  
'''(H3.27)'''
+
:'''Use with spans less than 75' in length. '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
: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). '''
  
'''(H3.28)'''
+
'''(H2c6.10) Omit underlined haunch segments for double-tee girders and adjacent beams.  The minimum embedment sentence is not applicable for Box Beams. Omit hairpin bar when not used on the plan details.'''
:Anchor 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.
+
: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 not 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) Use grade per Design Comps.'''
+
'''(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 <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.
+
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.   
  
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''H2c7. Steel Intermediate Diaphragms '''  
  
'''(H3.29.1)'''
+
'''(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].  '''
: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).
+
:(*) 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.  
  
'''(H3.30)'''
+
'''(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].  '''
:Type N PTFE Bearings shall be in accordance with Sec 716.
+
:(**) 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.
  
'''(H3.32)'''
+
'''(H2c7.3) '''
: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.
+
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
  
'''(H3.33)'''
+
'''(H2c7.4) '''
: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.
+
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
'''(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.  
  
'''(H3.45)'''
+
'''(H2c7.6) '''
: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 providedSwedging shall be 1" less than extension into the concrete.
+
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.  
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents '''
  
'''(H3.46)'''
+
'''(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%. '''
: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).
+
:Diaphragms at intermediate bents shall be built vertical.
  
'''(H3.47)'''
+
=== H3. Bearings ===
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
 
  
'''(H3.48)'''
 
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
==== H3a. Type C & D ====
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''The following notes apply to Type C 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)'''
+
'''(H3.1)'''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
+
: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.  
  
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
+
'''(H3.2)'''
 +
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''(H3.3)'''
 +
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.65)'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
:Flat plate bearings shall be straightened to plane surfaces.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.66)'''
+
'''(H3.5)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H3.67)'''
 
: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.
 
  
'''(H3.68)'''
+
'''The following notes apply to Type D Bearings.'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
'''(H3.69)'''
+
'''(H3.6)'''
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
+
: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.
  
 +
'''(H3.7)'''
 +
: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 [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
'''(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.
  
'''(H3.70)'''
+
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
: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.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.71)'''
+
'''(H3.10)'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
'''The following note applies to Type D Bearings Modified.'''
  
'''(H3.75)'''
+
'''(H3.11)'''
:All fillets shall have a 3/4" radius.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H3.76)'''
+
==== H3b. Type E ====
: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)'''
+
'''The following notes apply to Type E Bearings.'''
: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)'''
+
'''(H3.15)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
: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. Conduit System ===
+
'''(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 [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''(H4.1)'''
+
'''(H3.17)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
+
: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) Use for all conduits to be encased in concrete, except 3 in. minimum cover is not possible in slab.'''
+
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
: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.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
+
'''(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.
  
'''(H4.2.1)'''
+
'''(H3.21)'''
:All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.2.2)'''
 
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.
 
  
'''(H4.3)'''
+
'''The following note applies to Type E Bearings Modified.'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
 
  
'''(H4.4)'''
+
'''(H3.22)'''
:Light standards, wiring and fixtures shall be furnished and installed by others.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H4.5)'''
+
==== H3c. Type N PTFE ====
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
 
  
'''(H4.6)'''
+
'''(H3.24)'''  
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
+
:Design coefficient of friction equals 0.06.
  
'''(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.'''
+
'''(H3.25)'''
: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.
+
: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.
  
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
: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.
+
: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].
  
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
+
'''(H3.27)'''
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
+
'''(H3.28)'''
:Minimum clearance preferred between conduits placed in the safety barrier curb shall be 1”.  
+
: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.
  
'''(H4.8) 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 <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.
 
  
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of the safety barrier curb.'''
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
: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”.
 
  
'''(H4.9) Use for all conduits not to be encased in concrete.'''
+
'''(H3.29) Use grade per Design Comps.'''
: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.
+
: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.
  
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
: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.
+
'''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. '''
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
'''(H3.29.2)'''
: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 -153, 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 galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. The stainless steel plate shall be protected from galvanizingGalvanizing 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.
  
'''(H4.11) Use for payment of Conduit System.'''
+
'''(H3.30)'''
: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.
+
:Type N PTFE Bearings shall be in accordance with Sec 716.
  
=== H5. Expansion Devices ===
+
'''(H3.31)'''
 +
:PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.  
  
 +
'''(H3.32)'''
 +
: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.
  
==== H5a. Finger Plate ====
+
'''(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.
  
'''(H5.1)  For stage construction or other special cases, see Structural Project Manager.'''
+
==== H3d. Laminated Neoprene Pad Assembly ====
: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)'''
+
'''(H3.45)'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
+
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
  
'''(H5.3)'''
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
: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.
+
: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].
  
'''(H5.4)'''
+
'''(H3.47)'''
: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.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H5.5)'''
+
'''(H3.48)'''
: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 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.
  
'''(H5.6)'''
+
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized. '''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
+
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 +
<div id="(H3.49.1) Use when ASTM A709 Grade 50W steel"></div>
 +
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081.10.3.4].'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade 50W <u>and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum</u>.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 +
<div id="(H3.49.2)"></div>
 +
'''(H3.49.2) Use the following note when steel superstructure is galvanized.'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
'''(H5.7) Use note for steel structures.'''
+
'''(H3.50)'''
:All holes shown for connections to be subpunched 11/16"&oslash; (shop or field drill) and reamed to 13/16"&oslash; in field.
+
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
  
'''(H5.8) Place note near "Plan of Slab".'''
+
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
:'''"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.
 
  
'''(H5.9)'''
+
'''The following notes apply to Flat Plate Bearings.'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
 
  
'''(H5.10)'''  
+
'''(H3.65)'''
: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.
+
:Flat plate bearings shall be straightened to plane surfaces.
  
==== H5b. Flat Plate ====
+
'''(H3.66)'''
 +
: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.
  
'''(H5.16)'''
+
'''(H3.67)'''
: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.
+
: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.
  
'''(H5.17)'''
+
'''(H3.68)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.18)'''
+
'''(H3.69)'''
: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.
+
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H5.19)'''
 
: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.
 
  
'''(H5.20)'''
+
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
: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)'''
+
'''(H3.70)'''
:Concrete shall be forced under and around the flat plate, anchors and angles.  Proper consolidation shall be achieved by localized internal vibrationFinishing 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.
+
: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 fitAfter anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
  
'''(H5.22) Use this note when expansion device is at an end bent.'''
+
'''(H3.71)'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
+
:Edge A shall be rounded (1/16" to 1/8" radius).
  
'''(H5.23) Place this note near "Plan of Slab".'''
 
: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.
 
  
'''(H5.24)'''
+
'''The following notes apply to Carbon Steel Casting (Truss).'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
 
  
'''(H5.25)'''
+
'''(H3.75)'''
: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.
+
:All fillets shall have a 3/4" radius.
  
==== H5c. Preformed Compression Joint Seal ====
+
'''(H3.76)'''
 +
: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 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.
  
'''(H5.31)'''
+
'''(H3.77)'''
:Expansion joint system 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 joint system shall be fabricated and installed to the crown and grade of the roadway.
+
: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.
  
'''(H5.32)'''
+
'''(H3.78)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.33)'''
+
====H3f. Pot Bearing Pad Assembly====
: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)'''
+
'''(H3.79)'''
: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)'''
+
:The bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.80)'''
  
'''(H5.36) Place this note near "Plan of Slab".'''
+
: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.
: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.
+
 +
'''(H3.81)'''
  
 +
: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)'''
  
'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''
+
:'''(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)'''
  
'''(H5.38) <font color="purple">[MS Cell]</font color="purple">'''
+
:'''(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.
: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".
+
   
 +
'''(H3.84)'''
  
'''(H5.39)'''
+
:'''(5)''' The temperature of the steel adjacent to the elastomeric should be kept below 250°F.
: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.
+
 +
'''(H3.85)'''
  
==== H5d. Strip Seal ====
+
:The Dimension H in the Bearing Data Table represents the assumed total height of bearing mechanism between the sole plate and masonry plate used by the designer to establish the pedestal elevations.  
 +
 +
'''(H3.86)'''
  
'''(H5.46)'''
+
:The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.
: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.
+
'''(H3.87)'''
  
'''(H5.47)'''
+
:All expansion Bearings shall have maximum friction coefficient of 3%.
: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.
+
 +
'''(H3.88)'''
  
'''(H5.48''')
+
: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 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.
+
 +
'''(H3.89)'''
  
'''(H5.49)'''
+
: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.
: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.
+
 +
'''(H3.90)'''
  
'''(H5.50)'''
+
:Anchor bolts shall be installed using a hardened steel washer at each exposed location.
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.91)'''
  
'''(H5.51) Place this note near "Plan of Slab".'''
+
:Washers shall conform to ASTM F463.
: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.
 
  
'''(H5.53) Use note with polymer concrete next to strip seal.'''
+
'''(H3.92)'''
:Polymer concrete shall be in accordance with Sec 623.
 
  
=== H6. Pouring and Finishing Concrete 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)'''
  
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
+
: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)'''
  
'''(H6.1)'''
+
: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.
: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.
+
 +
'''(H3.95)'''
  
 +
: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)'''
  
'''Prestressed Concrete Structures - Continuous Spans'''
+
: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)'''
  
'''(H6.4)'''
+
:After installation of the bearings, any uncoated or damaged surfaces of the masonry and sole plates shall be prepared in accordance with the specifications and field-coated with inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
:The contractor shall furnish an approved retarder to retard the set of the concrete to 2.5 hours and shall pour and satisfactorily finish the slab pours at 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.
+
'''(H3.98)'''
  
'''(H6.6) Omit integral end bents with non-integral end bents and intermediate bents with single spans.  Make bents singular if applicable.'''
+
: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.
: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. 
+
 +
'''(H3.99)'''
  
 +
: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)'''
  
'''Prestressed Double-Tee Concrete Structures'''
+
: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)'''
  
'''(H6.9)'''
+
:Whenever jacking of the Superstructure is needed to reset the bearings, the contractor shall submit a jacking sequence for approval.
: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)'''
+
=== H4. Conduit System ===
: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.
 
  
 +
'''(H4.1)'''
 +
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
  
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
+
'''(H4.2) Use for all conduits, except if encased in concrete, 3 in. minimum cover is not possible in slab.'''
 +
: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.
  
'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See EPG 751.10.1.12 Slab Pouring Sequences]]'''
+
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
: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.
 
  
 +
'''(H4.2.1)'''
 +
: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 preferred 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 end bent <u>and 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 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”.
  
'''(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 conduit not encased in concrete.'''
: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 Federal Specification FF-S-325, Group II, Type 4, Class I 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. No other size may be substituted.
  
'''(H7.6)'''
+
'''(H4.12)   '''
:The drain<u>s pieces "A" and "B",</u> (*) <u>coil inserts</u> <u>and bracket assembly</u> shall be galvanized in accordance with ASTM A123.
+
: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 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 ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|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 ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|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 Devices#751.13.1.1 General|Preformed Silicone or EPDM Seal]] ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|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) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences_and_Construction_Joints|(*) See 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 <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.
|-
 
|||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)'''
: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 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. '''
+
<div id="Wide Flange Deck Replacements"></div>
:Note: Use a minimum lap of 2'-0" between K9 and K10 <u>or K13</u> bars.
+
'''Wide Flange 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.
  
'''(H10.15)'''
+
'''(H6.21)'''
:(<math>\, ***</math>) The K1 and K2 bar combination may be furnished as one bar as shown, at the contractor's option.
+
:Slab shall be poured upgrade 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 (Notes for Bridge Standard Drawings)===
: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)'''
 +
: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.
  
'''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.'''
+
'''(H7.1.3) Use underlined portion with a wearing surface. '''
 +
:The drain<u>s Pieces A and B</u> shall be galvanized in accordance with ASTM A123.
  
'''(H10.81)'''
+
'''(H7.2) 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 wearing surface. '''
: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)'''
: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 ½” 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<