Difference between revisions of "751.50 Standard Detailing Notes"

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|-
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|align="center"| '''Copying Detailing Notes from EPG to MicroStation Drawings'''
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|-
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|'''<font color="purple">[MS Cell]</font color="purple">''' in the standard detailing notes indicates those notes are available in MicroStation note cells because of the drawing associated with the note.
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|-
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|Please refer to  [[media:751.50 Copying Detailing Notes May 2014.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
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|}
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'''Underlined Portions of Notes:'''  Underlined portions of standard detailing notes that are not applicable may be omitted.
 +
 +
 
== A. General Notes ==
 
== A. General Notes ==
  
 +
=== A1. Design Specifications, Loadings & Unit Stresses and Standard Plans===
 +
 +
'''The format for these notes as they would appear on the plans is as follows with the indention shown being optional. For notes applicable to MSE walls see [[#J. MSE Wall Notes (Notes for Bridge Standard Drawings)|J. MSE Wall Notes]].'''
 +
 +
:'''General Notes:'''
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
::'''  Design Specifications:'''
 +
:::A1.1
  
'''Omit parts not applicable; Omit parts underlined when not applicable.'''
+
::'''Design Loading:'''
 +
:::A1.2
  
'''(A1.1) Use the following note on LRFD plans.'''
+
::''' Design Unit Stresses:'''
 +
::: A1.3
  
'''Use for all culverts.'''
+
::'''Standard Plans: '''
:'''GENERAL NOTES:'''
+
:::A1.4
::'''Design Specifications: '''
+
 
 +
 
 +
'''(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 LRFD bridge final designs initiated before June 1, 2020.'''
 +
 +
:::2017 AASHTO LRFD Bridge Design Specifications (8th Ed.)
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''Use for all bridge final designs initiated on or after October 1, 2010, excluding those designated as culverts-bridge.'''
+
'''Use for all LFD bridge final designs.'''
+
:::2002 AASHTO LFD (17th Ed.) Standard Specifications
:'''GENERAL NOTES: '''
+
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
::'''Design Specifications: '''
+
:::<u>Seismic Performance Category = _</u>
:::2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions
+
:::<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.'''
+
'''(A1.3) Use for LRFD. (For ASD, LFD, and allowable stresses, see Development Section.)'''
  
:'''Design Unit Stresses:'''
+
::'''Design Unit Stresses:'''
 
::{|
 
::{|
|Class B Concrete (Substructure)||<u>fc = 1,200</u>||<u>f'c = 3,000</u>||psi
+
|Class B Concrete (Substructure)|| ||f'c = 3,000 psi
 +
|-
 +
|Class B Concrete (Retaining Wall)|| ||f'c = 3,000 psi
 +
|-
 +
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Superstructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed <u>Girders</u> <u>Beams</u> and Barrier) || ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed Girders and <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-1 Concrete (Substructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Box Culvert)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Box Culvert)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Barrier)|| ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-2 Concrete (Superstructure, except Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; <u>Safety Barrier</u> <u>and</u> <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</u>||psi
+
|Structural Steel (ASTM A709 Grade 50)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 50)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade 50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS70W)|| ||f<sub>y</sub> = 70,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS70W)||<u>fs = 38,000</u>||<u>fy = 70,000</u>||psi
+
|Structural Steel HP Pile (ASTM A709 Grade 50S)|| ||f<sub>y</sub> = 50,000 psi  
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 36)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 36,000||psi
+
|Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)||width="20"| ||  f<sub>y</sub> = 45,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 50)||<u>fb = [[#A1-notes|(**)]] </u>||fy = 50,000||psi
+
|colspan="3"|For precast prestressed panel stresses, see Sheet No. _.
 
|-
 
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
+
|colspan="3"|For prestressed girder stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|-
 
|-
|colspan="4"|For prestressed girder stresses, see Sheets No. _ <u>&</u> _ .
+
|colspan="3"|For prestressed <u>solid slab</u> <u>voided slab</u> <u>box</u> beam stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|}
 
|}
  
  
 
<div id="A1-notes"></div>
 
<div id="A1-notes"></div>
(**) <u>6,000</u>  <u>9,000</u>  <u>12,000</u> Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.
+
(1) Slabs, diaphragms or beams poured integrally with the slab.
  
(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts.  (Modify if Ø angle dictates.)
+
Note: Any new construction using structural steels A514 or A517 requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.
  
(2) All Prestressed Concrete Girder Structures.
+
<div id="(A1.4) Standard Plans:"></div>
 +
'''(A1.4) Use for structural design information only.'''
 +
:::'''Standard Plans:'''
 +
::::703.37, 703.85, 703.86, and 703.87
  
(3) Slabs, diaphragms or beams poured integrally with the slab.
+
<center>
 
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
Note to Detailer: Use f'c and fy for Load Factor Design.
+
|-
 
+
|Guidance: <br/>
=== A2. Concrete Box Culverts and Other Type Structures ===
+
- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).<br/>
 +
- Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features.<br/>
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
! style="background:#BEBEBE"| Standard Plan!! style="background:#BEBEBE"|When Applicable
 +
|-
 +
|703.10 thru 703.87 ||width="300"|Culvert Standards in Accordance with [[750.7 Non-Hydraulic Considerations#750.7.4.1 Standard Plans|EPG 750.7.4.1 Standard Plans ]]
 +
</center>
 +
|}
 +
</center><br/>
 +
- Examples for exclusion (no need to include):<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 606.60: guardrail transition – roadway item<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 706.35 Bar Supports for Concrete Reinforcement<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction<br/>
 +
|}
 +
</center>
 +
=== A2. Concrete Box Culverts and Other Type Structures ===
  
 
'''All Boxes'''
 
'''All Boxes'''
  
'''(A2.0)'''
+
'''(A2.0) <font color="purple">[MS Cell]</font color="purple">'''
 
:MoDOT Construction personnel will indicate the type of box culvert constructed:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Concrete Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Concrete Box used
 
:MoDOT Construction personnel will indicate the type of box culvert constructed:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Concrete Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Concrete Box used
  
Line 141: 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 157: 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 169: 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 175: 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 185: 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 200: 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 220: 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 226: 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 247: 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>
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>"Finish Field Coat (System G)"</u> <u>"Finish Field Coat (System I)"</u>.
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
+
|-
'''(A4a.7) '''
+
!colspan="4"|Estimated Quantities
 
+
|-
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G, H or I)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".
+
!Item||Substr.||Superstr.||Total
 
+
|-
'''(A4a.8) '''
+
|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.
  
: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.
+
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''
  
'''(A4a.9) Use for recoating truss bridges. '''
+
'''(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.'''  
  
:'''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.)'''
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
 +
 
 +
'''(A4a1.10)'''
 +
 
 +
: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.
 +
 
 +
'''(A4a1.11) '''
 +
 
 +
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer. 
 +
 
 +
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When note (A4a1.13) is used, omit the 2<sup>nd</sup> sentence.'''
 +
 
 +
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
 +
 
 +
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
 +
 
 +
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
 +
 
 +
'''(A4a1.14) Use for recoating truss bridges.  '''
 +
 
 +
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
 +
|-
 +
|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.  
 
: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.  
  
'''<u>Overcoating Existing Steel (Notes A4a.10 A4a.13)</u> '''
+
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
 +
'''<u>Overcoating Existing Steel (Notes A4a1.21 A4a1.27)</u> '''
  
'''(A4a.10) '''
+
'''(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.
 +
 
 +
'''(A4a1.22) '''
 +
 
 +
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for Calcium Sulfonate Rust Penetrating Sealer.
 +
 
 +
'''(A4a1.23) Use when a prime coat is not required. '''
 +
 
 +
:Prime Coat: Prime coat shall not be required.
  
'''(A4a.11) '''
+
'''(A4a1.24) Use when prime coat is noted on the Bridge Memorandum as required. '''
  
: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".  
+
: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.12) '''
+
'''(A4a1.25) '''
  
: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".  
+
: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.
  
'''(A4a.13) '''
+
<div id="(A4a.15) Use when two different new coating systems are used. Show detail on plans."></div>
 +
'''(A4a1.26) Use when two different new coating systems are used. Show detail on plans.'''
  
: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".  
+
:Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate field coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
  
 +
'''(A4a1.27) Use when new coating system overlaps existing coating system. Show detail on plans.'''
  
====A4b. <u>Steel Structures- Weathering Steel</u>====
+
: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 Notes Series]'''
+
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
  
'''<u>Coating New Steel (Notes A4b.1 - A4b.3) </u>'''
+
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
  
'''(A4b.1) '''
+
'''(A4a2.1) '''
  
 
: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.
 
  
'''(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. '''
+
: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.  
  
: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)".
+
'''(A4a2.12) '''
  
 +
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>. 
  
====A4c. <u>Miscellaneous</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 Notes Series]'''
+
: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.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
+
=====A4a3. <u>Miscellaneous</u>=====
  
:Structural steel for the girder chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the girder chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the girder chairs will be considered completely covered by the contract unit price for other items.  
+
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
  
'''(A4c.2) Use when recoating existing exposed piles. '''
+
:Structural steel for the <u>girder</u> <u>beam</u> chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the <u>girder</u> <u>beam</u> chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the <u>girder</u> <u>beam</u> chairs will be considered completely covered by the contract unit price for other items.  
  
:All exposed surfaces of the existing structural steel piles <u>and sway bracing</u> shall be coated with one 6-mil thickness of <u>aluminum 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 gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "<u>Aluminum Gray</u> Epoxy-Mastic Primer".  
+
'''(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.
  
====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 415: 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 425: 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 447: 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 469: 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 478: 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 487: 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 498: 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 530: 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 556: 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 597: Line 734:
 
==== B3a. Bridges ====
 
==== B3a. Bridges ====
  
'''(B3.1)'''
+
'''(B3.1) <font color="purple">[MS Cell]</font color="purple">'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
Line 627: 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 641: 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 658: 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 703: Line 833:
 
The four extra spaces at the bottom of the table are not required as specified before.
 
The four extra spaces at the bottom of the table are not required as specified before.
  
'''(B3.11)'''
+
'''(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" 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" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|&nbsp;
+
|align="left"|Class B-1 Concrete<br/>(Culverts-Bridge)'''*'''||cu. yard||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|&nbsp;
+
|align="left"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|&nbsp;
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|}
 
|}
 
  
 
<math>\, *</math> Note to Detailer:
 
<math>\, *</math> Note to Detailer:
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).
+
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use (Culverts).
  
==== B3c. Slabs ====
+
==== B3c. Slabs on Steel, Concrete and Semi-Deep Abutment, and Reinforced Concrete Wearing Surfaces ====
  
 
The following table is to be placed on the design plans under the table of estimated quantities.
 
The following table is to be placed on the design plans under the table of estimated quantities.
  
'''(B3.21) Table of Slab Quantities'''
+
Use separate tables for multiple types of slabs on a structure.
 +
<div id="(B3.21)"></div>
 +
'''(B3.21) <font color="purple">[MS Cell]</font color="purple"> Table of Slab Quantities'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
Line 759: 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 768: 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 782: 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 795: 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)'''
 
  
 
:{|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 842: 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.
 +
 
 +
'''(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;
 +
|}
 +
 
 +
: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 ==
 
== C. Reinforcing Steel Notes ==
Line 916: 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 924: 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.
+
=== C2. Prestressed Girders, Beams & Panels ===
  
 +
'''C2a. Notes for Girders, Beams and Panels  '''
  
'''(C1.15)'''
+
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.  
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.
 
  
<div id="(1)b"></div>
+
'''(C2a.1) Use underline portion when bending diagrams are detailed as such.'''
(1) Bar mark of bars for which additional bars have been included.
+
:All dimensions are out to out. <u>Use symmetry for dimensions not shown.</u>  
  
=== C2. Prestressed Girders & Prestressed Panels ===
+
'''(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.  
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.
+
'''(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.
  
 +
'''C2b. Additional Notes for Prestressed Girders and Beams  '''
  
'''(C2.1)'''
+
Place the C2b notes below the C2a notes.
:All dimensions are out to out.
 
  
'''(C2.2)'''
+
'''(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.  '''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
+
:Minimum clearance to reinforcing shall be 1" <u>unless otherwise shown</u>.
  
'''(C2.3)'''
+
'''(C2b.2) Use only for double-tee girders.  Add <u>and U2 bar</u> for skewed structures only.  '''
:Actual lengths are measured along centerline of bar to the nearest inch.
+
: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 and Double T.  '''
 +
:All <u>bar</u> reinforcement shall be Grade 60. 
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.
+
'''(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders.  '''
 +
:The two D1 bars may be furnished as one bar at the fabricator's option.  
  
 +
'''(C2b.30) Use for all girders except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exist.  '''
  
'''(C2.4)'''
+
:All B1 <u>and C1</u> bars shall be epoxy coated.
:Minimum clearance to reinforcing shall be 1".
 
  
'''(C2.5)'''
+
'''(C2b.31) Use only for WWR reinforced NU-girders'''
:All reinforcement shall be Grade 60.
+
:WWR shall not be epoxy coated.
  
'''(C2.6)'''
+
'''(C2b.32) Use only for double-tee girders.  '''
:The two D1 bars may be furnished as one bar at the fabricator's option.
+
:All S and U reinforcing bars shall be epoxy coated.  
  
 +
'''(C2b.33) Use only for spread and adjacent beams.'''
 +
:All S2 bars shall be epoxy coated.
 +
 +
'''C2c. Additional Notes for Prestressed Panels '''
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.
+
Place the C2c notes below the C2a notes.
  
 +
'''(C2c.1) '''
 +
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
  
'''(C2.7)'''
+
'''(C2c.2) '''
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>. [[#C2-notes|(*)]]
+
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.  
  
'''(C2.8)'''
+
'''(C2c.3) '''
:All S and U reinforcing bars shall be epoxy coated.
+
: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.
  
'''(C2.9)'''
+
'''(C2c.4) '''
:All reinforcement shall be Grade 60.
+
:The following reinforcing steel shall be tied securely to the strands with the following maximum spacing in each direction:
 +
:: #3-P2 bars at 16 inches.  
 +
::WWR at 24 inches.  
  
 +
'''(C2c.5) '''
 +
:The #3-U1 bars shall be tied securely to #3-P2 bars, to WWR or to strands (when placed between P1 bars) at about 3-foot centers. 
  
Place the following notes with the above appropriate notes for prestressed panels.
+
'''(C2c.6) '''
 +
:Minimum reinforcement steel length shall be 2'-0".
  
'''(C2.10)'''
+
== D. Temporary Bridge (Notes for Bridge Standard Drawings)==
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
  
'''(C2.11)'''
 
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.
 
  
'''(C2.12)'''
+
=== D1. General ===
: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.
 
  
'''(C2.13)'''
+
Place the following notes on the front sheet.
:The reinforcing steel shall be tied securely to the 3/8"&oslash; strands with the following maximum spacing in each direction:
 
: #3-P2 bars at 16 inches.
 
: Welded wire fabric or welded deformed bar mats at 2'-0".
 
  
'''(C2.14)'''
+
'''(D1.1) Place in General Notes on the front sheet under the heading “Timber:”. '''
: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.
+
: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.
  
'''(C2.15)'''
+
'''(D1.2) Use for bolts and studs: '''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 
  
<div id="C2-notes"></div>
+
:(D1.2a) All bolts shall be ASTM F3125 Grade A325 Type <u>3,</u> except as noted.  
(*) Add U2 bar for skewed structures only.
 
  
=== C3. Mechanical Bar Splices ===
+
:(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.
  
Place the following note near mechanical bar splice detail.
+
'''(D1.3) Place in General Notes on the front sheet under the heading “Miscellaneous:”. '''
 +
: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.
  
'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
+
'''(D1.4) Place in General Notes on the front sheet under the heading “Structural Steel:”. '''
: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 splicesMechanical bar splices shall be in accordance with Sec 706 <u>except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel</u>.
+
:All 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.
  
'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''
+
'''(D1.5) Place in General Notes on the front sheet under the heading “Substructure:”. '''
 +
:All substructure items specified in Sec 718.3.1 except for the <u>pile point reinforcement and</u> sway bracing will be considered completely covered by the contract unit price for Structural Steel Piles (14 in.).
  
== D. Temporary Bridge Notes ==
+
'''(D1.11) Place with shim plate details on the bent sheet.'''
 +
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents.  Shim plates may vary in thickness from 1/16 inch to thickness required.
  
 +
'''(D1.21) Place near half section of bridge flooring on the superstructure sheet.'''
 +
:Steel bridge flooring shall be Foster 5-Inch RB 8.2M open steel bridge flooring or equivalent. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.
  
=== D1. General ===
+
'''(D1.22) '''
 +
:Note: Field connections shall be made with 7/8"ø ASTM F3125 Grade A325 Type 3 bolts and 1 1/16"ø holes, except as noted. 
  
Place the following notes on the front sheet.
+
'''(D1.23) Place near details of U-bolts lifting device on the superstructure sheet.'''
 +
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior beam of each unit.  U-bolts shall be removed during the time the bridge is open to traffic.  Position of the U-bolts may be shifted slightly to miss the bars in the flooring.
  
'''(D1.1)'''
+
== E. General Elevation and Plan Notes ==
: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)'''
 
:Bolts:
 
:&nbsp; &nbsp; &nbsp; All bolts shall be high strength ASTM A325 except as noted.
 
  
'''(D1.3)'''
+
=== E1. Excavation and Fill ===
:Misc:
 
:&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 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.
 
  
'''(D1.4)'''
+
'''(E1.1) Use when specified on the Design Layout.'''  
:&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.
+
: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.
  
'''(D1.11) Place with shim plate details on the bent sheet.'''
+
'''(E1.4) Use for fill at pile cap end bents. Use <u>approach</u> for semi-deep abutments.'''
: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.
+
: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.
  
'''(D1.21) Place near half section of bridge flooring.'''
+
=== E2. Foundation Data Table ===
: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.
 
  
'''(D1.22)'''
 
:Note:  Field connections shall be 7/8"&oslash; high strength bolts with holes 1 1/16"&oslash; except as noted.
 
  
'''(D1.23) Place near details of u-bolts lifting device.'''
+
The following table is to be placed on the design plans and filled out as indicated.
: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.
 
  
== E. General Elevation and Plan Notes ==
+
'''(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>
=== E1. Excavation and Fill ===
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
+
|-
Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)
+
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
 
 
'''(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.
 
 
 
 
 
Removal of Roadway Fill at Side (When specified on the Design Layout.)
 
 
 
'''(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 ===
 
 
 
 
 
The following table is to be placed on the design plans and filled out as indicated.
 
 
 
'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''
 
 
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
 
|-
 
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|<b>Foundation Data</b>
+
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
 
|-
 
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
+
!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  
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>1<br/>(Detached<br/>wing walls<br/>only)</u>
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1<br/><u>(Except<br/>detached<br/>wing walls)</u>  
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
 
 
|-
 
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
+
|rowspan="11"|'''Load<br/>Bearing<br/>Pile'''|| colspan="2" align="left" width="300"|CECIP/OECIP/HP Pile Type and Size||CECIP 14"||CECIP 14"||CECIP 16"|| OECIP 24"||HP 12x53
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Trestle</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
+
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>16" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>HP12x53</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>HP10x42</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>15</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>12</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>6</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>25</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>67</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>53</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
+
|colspan="2" align="left" width="300"|Min. Galvanized Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||303||295<sup>'''4'''</sup>||273||Full Length||300
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|<u>Design Bearing</u> or <u>Minimum Nominal Axial Compressive Resistance</u>
+
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
|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
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|<u>Design Bearing</u> or <u>Minimum Nominal Bearing Resistance</u>
+
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>10.2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>22.6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
|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|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|<u>Design Side Friction</u> or <u>Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>
+
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
+
| 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|| -
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|}
+
|-
 +
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -  
 +
|-
 +
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||9.0|| - || -
 +
|-
 +
|colspan="2" align="left"|<u>Design End Bearing</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Tip Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||12||216|| -
 +
|-
 +
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
 +
|-
 +
|colspan="8" align="left"|'''2''' Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
 +
|-
 +
|colspan="8" align="left"|'''3''' For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
 +
|-
 +
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
 +
|}
  
:(On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used.)
+
{|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
 +
|}
  
'''Notes:'''
 
 
Rock Socket (Drilled Shafts):
 
 
:Minimum Nominal Axial Compressive Resistance (Side Resistance) = Maximum Factored Loads/Resistance Factor
 
 
Spread Footings:
 
 
:Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor
 
 
Driven Pile:
 
 
:Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor
 
  
 +
</center>
  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
Line 1,226: 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 1,250: 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 driven pile and spread footing and use "Design Side Friction" 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).
 
|-
 
|-
 
|colspan="3"|'''For LRFD Design'''
 
|colspan="3"|'''For LRFD Design'''
 
|-
 
|-
|colspan="3"|Use "Minimum Nominal Axial Compressive Resistance" for driven pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance)" for rock socket (drilled shaft).
+
|colspan="3"|Use "Minimum Nominal Axial Compressive Resistance" for load bearing pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance)" for rock socket (drilled shaft).
|-
 
|colspan="4"  style="background:#BEBEBE"|
 
|-
 
|colspan="3"|'''The following is for LFD:'''
 
|-
 
|valign="top"|[[Image:751.50 circled 1.gif]]||colspan="2"|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:
 
|-
 
| ||colspan="2"|1. Design bearing value for AASHTO group loads I thru VI.
 
|-
 
| ||colspan="2"|2. Design bearing for seismic loads / 2.0
 
 
|}
 
|}
  
'''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 1,282: 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 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.) '''
  
'''(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.)'''
+
: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.'''
  
: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.
+
: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>
+
<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 1,332: Line 1,364:
 
'''Boring Data'''
 
'''Boring Data'''
  
'''(E3.2) (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 1,353: 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="E5 notes"></div>
+
<div id="Bar placement in slabs"></div>
(1) Elevation as shown on the Design Layout.
+
'''Bar placement in slabs''' (Notes E3.8 – E3.9)
  
(2) Do not use payment sentence when footing elevation remains the same.
+
'''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.  
  
(3) Increase footing length when required by design.
+
'''(E3.8) Use note with detail drawing indicating which bars are to be shifted.'''
 +
:Contractor may shift or swap bars as needed to tie R4 bar in barrier (4” min. bar spacing).
 +
 
 +
'''(E3.9) Use note with detail drawing to indicate top edge longitudinal slab bar only.'''
 +
:Contractor may shift bar as needed to tie R3 bar in barrier.
  
 
== F. Blank ==
 
== F. Blank ==
Line 1,370: Line 1,404:
 
=== G1. Concrete Bents ===
 
=== G1. Concrete Bents ===
  
'''Expansion Device at End Bents (G1.1 & G1.1.1)'''
+
'''Expansion Device at End Bents (G1.1 and G1.1.1)'''
  
 
'''(G1.1)'''
 
'''(G1.1)'''
Line 1,385: Line 1,419:
  
  
'''Stub Bents (G1.3 & G1.4) '''
+
'''Stub Bents (G1.3 and G1.4) '''
  
 
'''(G1.3)'''
 
'''(G1.3)'''
:<u>Safety barrier curbs</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
+
:<u>Barrier</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
  
  
'''(G1.4) When embedded in rock or on a footing.'''
+
'''(G1.4) Use when embedded in rock or on a footing.'''
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
  
  
'''End Bents with Turned-Back Wings (G1.5 & G1.6)'''
+
'''End Bents with Turned-Back Wings (G1.5 and G1.6)'''
  
 
'''(G1.5) Use for Non-Integral End Bents only.'''
 
'''(G1.5) Use for Non-Integral End Bents only.'''
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
  
'''(G1.6)'''
+
'''(G1.6) Add to sheet showing the typical section thru wing detail.'''
:For reinforcement of the safety barrier curb, see Sheet No. <u> &nbsp; &nbsp; </u>.
+
:For reinforcement of the barrier, see Sheet No. <u> &nbsp; &nbsp; </u> (1).
  
 +
::(1) Use sheet number of the details of the barrier at end bents.
  
'''Integral End Bents (G1.7 – G1.10)'''
 
  
'''(G1.7) Second F bar required for skewed bents.'''
+
'''Integral End Bents (G1.7 thru G1.10)'''
: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>.
 
  
'''(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) Place with part plan of end bent, second F bar required for skewed bents. '''
:The U bars, Pairs-V bars and #5-H<u> &nbsp; &nbsp; </u> bars shall be placed parallel to centerline of roadway.
+
: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>
  
'''(G1.7.2) 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. '''
+
'''(G1.7.1) 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. '''
:For use of #5-H<u> &nbsp; &nbsp; </u> bars, see roadway job special provisions.  
+
:The U bars <u>and pairs of V bars</u> shall be placed parallel to centerline of roadway.
  
'''(G1.8)'''
+
'''(G1.8) Place with part plan of end bent.'''
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
  
'''(G1.8.1) Use for 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 1,429: Line 1,464:
  
  
'''Semi-Deep Abutments (G1.11 G1.13) Place near the ground line and piling  in abutment detail. This detail and notes can be placed with abutment details or near the foundation table.'''
+
'''Semi-Deep Abutments (G1.11 thru G1.13) Place near the ground line and piling  in abutment detail. This detail and notes can be placed with abutment details or near the foundation table.'''
 
   
 
   
 
'''(G1.11)'''
 
'''(G1.11)'''
Line 1,442: 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 Rods'''
+
'''All Substructure Sheets with Anchor Bolts'''
  
'''(G1.15)'''
+
'''(G1.15A)'''
:Reinforcing steel shall be shifted to clear anchor rod wells by at least 1/2".
+
:Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".
  
 +
'''(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc. '''
  
'''Beam/Girder Chairs (G1.16 - G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
+
:Holes for anchor bolts may be drilled into the substructure.  
  
 +
 +
'''Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
 +
<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 1,468: Line 1,508:
 
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"  
 
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"  
 
|-
 
|-
|width="250" align="left"|When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and is also included in the bent substructure quantity box
+
|width="250" align="left"|When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box
 
|}
 
|}
 
|}
 
|}
Line 1,474: Line 1,514:
 
</center>
 
</center>
 
'''(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material. '''
 
'''(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material. '''
:Steel for chairs shall be ASTM A709, Grade 36.
+
:Steel for chairs shall be ASTM A709 Grade 36.
  
'''(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs. '''
+
'''(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs using the same pay item for (a) as used in Note G1.16. '''
  
 
:The weight of <u> &nbsp;</u>  pounds of chairs is included in the weight of (a).  
 
:The weight of <u> &nbsp;</u>  pounds of chairs is included in the weight of (a).  
 
::(a) Same pay item used in Note G1.16.
 
  
 
'''(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details. '''
 
'''(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details. '''
Line 1,486: 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) '''
+
'''(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".   
+
:Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2 inches.   
  
'''Miscellaneous (G1.41 – G1.43) '''
+
'''Vertical Drains at End Bents.'''  
  
'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
+
'''(G1.25) Place with part plan of end bent. '''
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.
+
:For details of vertical drain at end bent, see Sheet No.___.  
  
'''(G1.41)  Use the following note when vertical column steel is hooked into the bent beam.'''
+
'''Bridge Approach Slab. '''
: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.
+
 
 +
'''(G1.30) Place with part plan of end bent.'''
 +
:For details of bridge approach slab, see Sheet No.___.
 +
 
 +
 
 +
'''Miscellaneous (G1.41 thru G1.43) '''
 +
 
 +
'''(G1.40Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more. Place with plan of beam.'''
 +
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
 +
 
 +
'''(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.'''  
 +
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D. '''
 +
:The hooks of vertical bars embedded in the beam cap shall not be turned outward, away from the column core.
  
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
:At the contractor's option, the details shown in optional Section <u>&nbsp;</u>-<u>&nbsp;</u> may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
+
:At the contractor's option, the details shown in optional Section __-__ may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
  
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 +
 +
'''G1.44 Use with column closed circular stirrup/tie bar detail.'''
 +
 +
:Minimum lap ____ (Stagger adjacent bar splices)
  
 
=== G2. Deadman Anchors ===
 
=== G2. Deadman Anchors ===
Line 1,548: 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 ===
  
'''(B4.1)'''
+
'''(G4.1) <font color="purple">[MS Cell]</font color="purple">''' Place substructure quantity table on right side of substructure bent sheet.
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
Line 1,598: 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)'''
+
'''(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'''
 +
 +
'''(H1.4) Place near the elevation of girder.'''
 +
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''Notch Toughness for Plate Girders
 
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''
 
  
'''(H1.21)'''
+
'''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).'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
 
:All web plates shall be subject to notch toughness requirements.
 
  
'''(H1.21.1)'''
+
'''(H1.5)'''
: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.
+
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, barrier, <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
  
 +
'''(H1.6)'''
 +
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of 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.)'''
+
'''(H1.6.1)'''
 +
:Dead load deflection includes weight of structural steel, concrete slab, and barrier.
  
'''(H1.22)'''
 
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
 
  
 +
'''(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.
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
+
'''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.
  
'''(H1.23)'''
 
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
 
  
 +
'''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.'''
  
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''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>
  
'''Plan of Structural Steel and Elevation of Stringers or Girders'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
 +
|-
 +
|colspan="2"|'''Guidance:'''   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
 +
|}
  
'''(H1.24)'''
+
'''(H1.8.1)'''
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
+
: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'''
+
'''Structures without Longitudinal Section'''
 
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
 
  
'''(H1.26)'''
+
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
: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.
+
:Haunch slab to bear.
  
  
'''Slab drain attachment holes'''
+
'''Top of End Bent Backwall (Without expansion device)'''
 
'''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)'''
+
'''(H1.10)'''
:For location of slab drain attachment holes, see slab drain details sheet.
+
: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.)'''
+
'''Section thru Spans'''
  
'''Plan of Structural Steel'''
+
'''(H1.11) Place on the slab sheet when applicable.'''
+
:For details of <u>barrier</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 
  
'''(H1.28)'''
 
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''Web Stiffeners'''
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''(H1.12)'''
 +
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
'''(H1.29)'''
+
'''(H1.13)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
  
 +
'''(H1.14)'''
 +
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.15)'''
+
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
 
  
 +
'''Wide Flange Beams - (Shop Welding)'''
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
   
+
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices. All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on the design plans.
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
 
  
 +
'''Shear Connectors'''
  
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''  
+
'''(H1.17) 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.
  
'''Plan of Structural Steel'''
+
'''(H1.18)'''
 +
:Shear connectors shall be in accordance with [https://www.modot.org/media/20575 Sec 712, 1037 and 1080].
  
'''(H1.36)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''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".)'''
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''(H1.19)'''
 +
:∗  Notch toughness is required for all wide flange beams.
  
'''(H1.37)'''
 
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''(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".)'''
  
'''Structures on Vertical Curve'''
+
'''(H1.20)'''
 +
:∗  Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
'''(H1.39)'''
 
:Elevations shown are at top of web before dead load deflection.
 
  
 +
'''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.)'''
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
+
'''(H1.21)'''
 +
:∗ ∗ ∗  Indicates flange plates subject to notch toughness requirements.
 +
:All web plates shall be subject to notch toughness requirements.
  
'''(H1.40)'''
+
'''(H1.21.1)'''
: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.
+
: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'''
+
'''(Place ∗ ∗ ∗ near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.) '''
  
'''(H1.40.1)'''
+
'''(H1.22)'''
: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.
+
:∗ ∗ ∗  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'''
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
+
'''(H1.23a)'''
 +
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
  
'''(H1.42)'''
+
'''(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM).'''
: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.
+
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.
  
=== H2. Concrete ===
+
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-specifications-highway-construction#page=9 Sec 1080].
 +
 
 +
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
 +
 
 +
'''Plan of Structural Steel and Elevation of Beams or Girders'''
 +
 
 +
'''(H1.24)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
  
  
==== 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.'''
 +
 
 +
'''(H1.26)'''
 +
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
  
'''Tubes for Voids'''
 
  
'''(H2.1)'''
+
'''Slab drain attachment holes'''
: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]].
+
 +
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
 +
 
 +
'''(H1.27)'''
 +
:For location of slab drain attachment holes, see slab drain details sheet.
  
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.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.)'''
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''Plan of Structural Steel'''
|+(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
+
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
!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]]
+
'''(H1.28)'''
!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]]
+
: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 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"
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|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"
+
'''(H1.29)'''
|-
+
: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"
+
'''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:3px solid black"|0.200"
+
|-
+
'''Plan of Structural Steel'''
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|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"
+
'''(H1.31)'''
|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"
+
: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:3px solid black"|0.200"
+
 
|-
+
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
+
'''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"|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"
+
'''Elevation of 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"|0.225"
+
 
|-
+
'''(H1.32)'''
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
+
: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"|11.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
+
'''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"|12"
+
'''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"|12.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
'''(H1.36)'''
|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.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
|-
+
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
+
'''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: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"
+
'''(H1.37)'''
|-
+
: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"
+
'''Structures on Vertical Curve'''
|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"
+
 
|-
+
'''(H1.39)'''
|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"
+
:Elevations shown are at top of web before dead load deflection.
|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"
+
'''6 x 6 x 3/8 Angle Connection to Top Flange'''
|-
+
 
|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"
+
'''(H1.40) Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections. '''
|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"
+
: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.  
|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"
+
 
|-
+
'''6 x 6 x 3/8 Angle Connection to Top Flange for Structures on Vertical Curve'''
|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"
+
'''(H1.40.1)'''
|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"
+
: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.
|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"
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
|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"
+
: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.
|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 ====
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
 +
:Existing <u>bolts</u> <u>rivets</u> on intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be removed and replaced with new in kind high strength bolts installed snug tight and in accordance with Sec 712. The high strength bolts shall be tightened after both adjacent slab pours are completed. Cost will be considered incidental to other pay items.
  
'''(H2.5)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.
+
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
'''(H2.6)'''
+
<div id="Deflection and Haunching:"></div>
: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.
+
'''Deflection and Haunching: (Use for wide flange deck replacements.) '''
  
'''(H2.7)'''
+
'''(H1.50)'''
: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.
+
: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.
  
'''(H2.8)'''
+
'''(H1.51)'''
:Initial prestressing force = 17.2 kips/strand.
+
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2.9)'''
+
'''(H1.53) Drip angles''' (Notes for Bridge Standard Drawings)
:The method and sequence of releasing the strands shall be shown on the shop drawings.
+
:'''(H1.53a)''' Drip angles shall be caulked with dark brown caulking against flange, web and fillet welds.
 +
:'''(H1.53b)''' Drip angles shall be same grade as bottom flange.
 +
:'''(H1.53c)''' Use ½” diameter ASTM F3125 Grade A325 Type 3 for bolted connection.
  
'''(H2.10)'''
+
=== H2. Concrete ===
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
 
  
'''(H2.11)'''
 
:When squared end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
 
  
'''(H2.12)'''
+
==== H2a. Continuous Slab ====
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
 
  
'''(H2.13)'''
+
'''(H2a.1) Use for voided slabs'''
:All reinforcement other than prestressing strands shall be epoxy coated.
+
: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]].
  
'''(H2.14''')
 
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
 
  
'''(H2.15)'''
+
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
 
  
'''(H2.16)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
+
|+(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
'''(H2.17)'''
+
!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]]
:S-bars are not listed in the bill of reinforcing.
+
!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]]
'''(H2.18)'''
+
|-
:All panel support pads shall be glued to the girder. When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom. The glue used shall be the type recommended by the panel support pads manufacturer.
+
|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"
'''(H2.19)'''
+
|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"
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
+
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
+
|-
'''(H2.20)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
|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"
'''(H2.21)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
: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.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
'''(H2.22)'''
+
|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"
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
+
|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"
'''(H2.23) '''
+
|-
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
'''(H2.24)'''
+
|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"
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
+
|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"
 
+
|-
'''(H2b.21)'''
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
: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.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
'''(H2.25) Use for NU Standard Girders and MoDOT Bulb Tee Standard Girders (Types 7 & 8)'''  
+
|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"
: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.).
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
'''(Prestressed 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"|0.225"
'''(H2.26) Use for MoDOT Standard Girders (Types 2, 3, 4 & 6)'''
+
|-
: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.
+
|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"
'''(H2.27)'''
+
|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 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.
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 
+
|-
'''(H2.28)'''
+
|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"
: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="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
'''(H2.29)'''
+
|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"
:Slab thickness over prestressed panels varies due to girder camber.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
'''(H2.30)'''
+
|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"
: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"|3'-0"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
'''(H2.31)'''
+
|-
: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"|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"
'''(Steel Spans)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
+
|-
'''(H2.34)'''
+
|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"
: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="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"
'''(H2.35)'''
+
|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"
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram.  The polystyrene bedding material may be cut to match haunch height above top of flange.
+
|-
 
+
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
'''(H2.36)'''
+
|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"
: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"|21"
 
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
'''(H2.37)'''
+
|-
: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"|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"
'''(H2.38)'''
+
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
: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:3px solid black"|0.375"
 
+
|-
==== H2c. Prestressed Girders ====
+
|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"
'''General Notes: Prestressed I Girders and Double-Tee Girders'''
+
|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"
'''(H2.41)'''
+
|}
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and <math>\, f'_{ci}</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
 
 
 
'''(H2.42)'''
 
:(+) indicates prestressing strand.
 
 
 
'''(H2.43)'''
 
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
 
 
 
 
 
'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''
 
 
 
'''(H2.44)'''
 
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, <u>1/2</u>  <u>0.6</u> inch diameter in accordance with AASHTO M 203, Grade 270.  Pretensioned members shall be in accordance with Sec 1029.
 
 
 
 
 
'''Place the following notes with the above general notes for Prestressed I-Girders only.'''
 
 
 
'''(H2.45)'''
 
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
 
 
 
'''(H2.46)'''
 
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
 
 
 
'''(H2.47)'''
 
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
 
 
 
'''(H2.48) (Use only when applicable.)'''
 
:Exterior and interior girders are the same, except for coil ties, <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate</u> <u>diaphragms</u>.
 
 
 
'''(H2.49)'''
 
: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.
 
  
'''(H2.50)'''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
:All B1 <u>and C1</u> bars shall be epoxy coated.
 
  
 +
'''H2b1. Notes for both Concrete and Steel Spans '''
  
'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''
+
'''(H2b1.1)'''
 +
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
  
'''(H2.51)'''
+
'''(H2b1.2)'''
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.
+
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.
  
'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
+
'''(H2b1.3)'''
:<math>\, **</math>  At the contractor's option the location for bent-up strands may be varied from that shownThe 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.
+
: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.
  
<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.
+
'''(H2b1.4)'''
 +
:Initial prestressing force = 17.2 kips/strand.
  
 +
'''(H2b1.5)'''
 +
:The method and sequence of releasing the strands shall be shown on the shop drawings.
  
'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''
+
'''(H2b1.6)'''
 +
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
  
'''(H2.53)'''
+
'''(H2b1.7)'''
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.
+
:When squared end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
  
'''(H2.54)'''
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
: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.
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
  
'''(H2.55)'''
+
'''(H2b1.9)'''
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.
+
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''(H2.56)'''
+
'''(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement. '''
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
+
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
  
'''(H2.57) Place near diaphragm details.'''
+
'''(H2b1.11) References the S-bars shown in the Plan of Panels Placement. '''
:Diaphragms at intermediate bents shall be built vertical.
+
:S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.
  
 +
'''(H2b1.12)'''
 +
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''Slab Haunching'''
+
'''(H2b1.13)'''
 +
:S-bars are not listed in the bill of reinforcing.
  
'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
+
'''(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes. '''
:The slab thickness varies from <u>(1)</u> to <u>(2)</u> within the parabolic crown.
+
: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.
  
'''(1) Minimum slab thickness.'''<br/>
+
'''(H2b1.15)'''
'''(2) Minimum slab thickness minus 1/4".'''
+
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''(H2.59) Place with camber diagram.'''
+
'''(H2b1.16) References the transverse S-bars extension into integral end bents shown in the Plan of Panels Placement. '''
:Conversion factors for girder camber
+
:Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.
:::'''Use with spans 75' and greater in length.'''
 
:::0.1 pt. = 0.314 x 0.5 pt.
 
:::0.2 pt. = 0.593 x 0.5 pt.
 
:::0.3 pt. = 0.813 x 0.5 pt.
 
:::0.4 pt. = 0.952 x 0.5 pt.
 
  
:::'''Use  with spans less than 75' in length.'''
+
'''(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels. '''
:::0.25 pt. = 0.7125 x 0.5 pt.
+
: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.
  
'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
+
'''(H2b1.18)'''
:If girder camber is different from that shown in the camber diagram, <u>adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary.  No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment.
+
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
  
'''(H2.61)'''
+
'''(H2b1.19) Place under the Bending Diagram for U1 Bar. '''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girders</u> <u>Concrete Bulb-tee Girders</u>.
+
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.  
  
'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
+
'''(H2b1.20) Place as last note under Joint Filler heading in the General Notes. '''
:Prestressing strands at End Bents No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> <u>and Intermediate</u> <u>Bents</u> No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased.  Exposed ends of girders shall be given 2 coats of an asphalt paint.  Ends of girders which will be encased in concrete diaphragms shall not be painted.
+
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
  
'''(H2.64)'''
+
'''(H2b1.21)'''
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"&oslash; holes and one hardened washer per bolt.
+
:Prestressed panels shall be brought to saturated surface-dry (SSD) condition just prior to the deck pour. There shall be no free standing water on the panels or in the area to be cast.
  
'''(H2.65)'''
+
'''(H2b1.22)'''  
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installationA325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.
+
: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>.
  
'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].
+
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
 +
:Contractor shall ensure proper consolidation under and between panels.
  
'''(H2.66)'''
+
'''(H2b1.25) Place as first note under Joint Filler heading in the General Notes. '''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
+
:Joint filler shall be preformed fiber expansion joint material in accordance with Sec 1057 or expanded or extruded polystyrene bedding material in accordance with Sec 1073.
  
'''(H2.67)'''
+
'''(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.'''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
+
: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.  
  
'''(H2.68)'''
+
'''(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel. '''
: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.
+
: #3-P2 bars near edge of panel at bottom (under strands).
  
'''(H2.69)'''
+
'''(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. '''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
+
: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.
  
'''(H2.70) Place on the Prestressed I Girder sheet.'''
+
'''(H2b1.29) References #3-P1 bars required at expansion gaps shown in the Plan of Optional Skewed End Panel. Not required if there is not an expansion gap on the bridge. '''
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.  Drilling is not allowed.
+
:P1 bars not required for integral bents.
  
'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
+
'''(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.'''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.
+
:For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.
  
  
'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
  
'''(H2.80)'''
+
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagram.  Concrete in the slab 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.
  
'''(H2.81)'''
+
'''(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 <u>&nbsp;&nbsp;</u>" (Except varies from <u>&nbsp;&nbsp;</u>" to <u>&nbsp;&nbsp;</u>" within parabolic crown).
+
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
  
 +
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
 +
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the <u>girder</u> <u>beam</u> top flange thickness.  Dimensions shall be shown on the shop drawings.
  
'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''
+
'''(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.
  
'''(H2.82)'''
+
'''(H2b2.10) Place as second note under Joint Filler heading in the General Notes. '''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure.  No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.
+
:Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.  
  
'''(H2.83)'''
 
:See girder sheet for girder camber diagram.
 
  
'''(H2.84)'''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:Lifting loops:  Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
 
  
'''(H2.85)'''
+
'''(H2b3.1) Place as third note under Joint Filler heading in the General Notes. '''
:Welded wire fabric:  Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
:Thicker material shall be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.  
  
 +
'''(H2b3.2) Place as fourth note under Joint Filler heading in the General Notes. '''
 +
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from <u>Girder</u> <u>Beam</u> Camber Diagram.  The polystyrene bedding material may be cut to match haunch height above top of flange.
  
'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''
+
'''(H2b3.3) References the slab thickness above the panel shown in Section A-A. '''
 +
:Adjustment in the slab thickness, joint filler, or grade will be necessary if the <u>girder</u> <u>beam</u> camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel.  No payment will be made for additional labor or materials for the adjustment.
  
'''(H2.86)'''
+
'''(H2b3.5) Place as second note under Joint Filler heading in the General Notes. '''
:See slab sheet for spacing of rail posts.
+
: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.
  
'''(H2.87)'''
+
==== H2c. Prestressed Girders and Beams====
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.
 
  
'''(H2.88)'''
+
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''  
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents = <u>&nbsp;</u>'-<u>&nbsp;</u>".
 
  
'''(H2.89)'''
+
'''(H2c1.1)'''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".
+
: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.
  
==== H2d. Prestressed NU Girders ====
+
'''(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.
  
'''General Notes: Prestressed NU Girders'''
+
'''(H2c1.4) '''
 +
:Pretensioned members shall be in accordance with Sec 1029.
  
'''(H2.90)'''
+
'''(H2c1.5) '''
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
+
:Fabricator shall be responsible for location and design of lifting devices.  
  
'''(H2.91)'''
+
'''(H2c1.7) All girders and beams except double-tee girders. Use top flange blockout for NU girders only.'''
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
+
: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. __.  
  
'''(H2.92)'''
+
<div id="(H2c1.10)"></div>
:Girders shall be lifted by devices designed by the fabricator.
+
'''(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. __.
  
'''(H2.93)'''
+
'''(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>. '''
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Bond breaker shall be applied to this region only.  The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
+
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
  
'''(H2.94)'''
+
'''(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>. '''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60.  Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.
+
: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>.
  
'''(H2.95)'''
+
<div id="(H2c1.38)"></div>
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.
+
'''(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> __.
  
'''(H2.96)'''
+
'''(H2c1.39) Place note near coil tie detail for Bulb-Tee girders and NU-girders '''
:Drilling is not allowed.
+
: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.
  
'''(H2.97) '''
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
:WWR shall not be epoxy coated.
+
: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.  
  
'''(H2.98) Use for NU 35 and NU 43 only'''
 
:The contractor must provide any temporary intermediate diaphragms and/or bracing necessary to provide lateral and torsional stability for the girders during construction of the concrete slab. The temporary intermediate diaphragms/bracing shall be removed after the concrete slab has attained 75% of its design strength. The cost for furnishing, installing, and removing the temporary intermediate diaphragms and/or bracing shall be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
 
  
'''(H2.99) '''
+
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''  
: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.
 
  
'''Note to Detailer:'''<br/>Use standard notes from "Prestressed Girders & Prestressed Panels" and "Prestressed Girders" listed below.
+
<div id="(H2c2.2)"></div>
 +
'''(H2c2.2) Use for NU 35 and NU 43 only '''
 +
:The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders.  
  
 +
'''(H2c2.3) '''
 +
:Alternate bar reinforcing steel details are provided and may be used. The same type of reinforcing steel shall be used for all girders in all spans. 
  
'''From "Prestressed Girders & Prestressed Panels":'''
+
<div id="(H2c2.10)"></div>
:C2.1, C2.2 & C2.4
 
  
'''From "Prestressed Girders"'''
+
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes.  '''
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.68 (NU 53, 63, 70), H2.71, H2.88 and H2.95 (NU 53, 63, 70)
 
  
=== H3. Bearings ===
+
'''(H2c3.1) '''
 +
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
  
 +
'''(H2c3.2) '''
 +
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.
  
==== H3a. Type C & D ====
+
'''(H2c3.3) '''
 +
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
  
'''The following notes apply to Type "C" Bearings.'''
+
'''(H2c3.4) '''
 +
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
  
'''(H3.1)'''
+
'''(H2c3.5) '''
: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 steelThe top of anchor rods shall be set approximately 1/4" below the top of bearing.
+
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.   
  
'''(H3.2)'''
+
'''(H2c3.6) '''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
  
'''(H3.3)'''
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used.  '''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.4)'''
+
'''(H2c3.10) '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:See slab sheet for spacing of rail posts.
  
'''(H3.5)'''
+
'''(H2c3.11) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.
  
 +
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
  
'''The following notes apply to Type "D" Bearings.'''
+
'''H2c4. Blank'''
  
'''(H3.6)'''
 
:Anchor rods for Type "D" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex 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.
 
  
'''(H3.7)'''
+
'''H2c5. Blank  '''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
  
'''(H3.8)'''
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
<div id="(H2c6.1)"></div>
  
'''(H3.9)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:Conversion factors for <u>girder</u> <u>beam</u> camber (Estimated at 90 days): 
  
'''(H3.10)'''
+
:'''Use with spans 75' and greater in length. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:0.1 pt. = 0.314 x 0.5 pt.
 +
:0.2 pt. = 0.593 x 0.5 pt.
 +
:0.3 pt. = 0.813 x 0.5 pt.
 +
:0.4 pt. = 0.952 x 0.5 pt.  
  
 +
:'''Use with spans less than 75' in length. '''
 +
:0.25 pt. = 0.7125 x 0.5 pt.
 +
<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).  '''
  
'''The following note applies to Type "D" Bearings Modified.'''
+
'''(H2c6.10) Omit underlined haunch segments for double-tee girders and adjacent beams.  The minimum embedment sentence is not applicable for Box Beams. Omit hairpin bar when not used on the plan details.'''
 +
:If <u>girder</u> <u>beam</u> camber is different from that shown in the camber diagram, in order to maintain minimum slab thickness, <u>an adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. <u>The haunch shall be limited to ensure the projecting girder reinforcement</u> <u>or hairpin bar</u> <u>is embedded into slab at least 2 inches.</u> No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment. 
  
'''(H3.11)'''
+
'''(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.  '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
: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>.
  
==== H3b. Type E ====
+
'''(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>.
  
'''The following notes apply to Type "E" Bearings.'''
+
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet.  '''
 +
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram. 
  
'''(H3.15)'''
 
:Anchor rods for Type "E" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
 
  
'''(H3.16''')
+
'''H2c7. Steel Intermediate Diaphragms '''  
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.17)'''
+
'''(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].  '''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
:(*) 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.  
  
'''(H3.18)'''
+
'''(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].  '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:(**) 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.
  
'''(H3.19)'''
+
'''(H2c7.3) '''
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
  
'''(H3.20)'''
+
'''(H2c7.4) '''
: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.
+
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.  
  
'''(H3.21)'''
+
'''(H2c7.5) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.  
  
 +
'''(H2c7.6) '''
 +
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents  '''
  
'''The following note apply to Type "E" Bearings Modified.'''
+
'''(H2c8.1) Place near diaphragm details for all girders and beams except for double-tee girders at the following grades: 16” > 5%, 22” > 4% and 30” > 3%. '''
 +
:Diaphragms at intermediate bents shall be built vertical.
  
'''(H3.22)'''
+
=== H3. Bearings ===
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
 
  
==== H3c. Type N PTFE ====
 
  
'''(H3.25)'''
+
==== H3a. Type C & D ====
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
 
  
'''(H3.26)'''
+
'''The following notes apply to Type C Bearings.'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.27)'''
+
'''(H3.1)'''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:Anchor bolts for Type C bearings shall be 1"ø ASTM F1554 Grade 55 swedged bolts, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor bolts shall be set in the drilling holes or in the anchor bolt wells and grouted prior to the erection of steel. The top of anchor bolts shall be set approximately 1/4" below the top of bearing.  
  
'''(H3.28)'''
+
'''(H3.2)'''
:Anchor rod shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
+
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 +
'''(H3.3)'''
 +
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
 +
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.29) Use grade per Design Comps.'''
+
'''(H3.5)'''
: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.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''The following notes apply to Type D Bearings.'''
  
'''(H3.29.1)'''
+
'''(H3.6)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50WThe anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
+
:Anchor bolts for Type D bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
  
'''(H3.30)'''
+
'''(H3.7)'''
:Type N PTFE Bearings shall be in accordance with Sec 716.
+
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].  
  
'''(H3.32)'''
+
'''(H3.8)'''
: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.
+
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.33)'''
+
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
: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.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
'''(H3.10)'''
 +
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H3.45)'''
 
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
 
  
'''(H3.46)'''
+
'''The following note applies to Type D Bearings Modified.'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.47)'''
+
'''(H3.11)'''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H3.48)'''
+
==== H3b. Type E ====
:Anchor rod shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''The following notes apply to Type E Bearings.'''
: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.'''
+
'''(H3.15)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50WThe anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
+
:Anchor bolts for Type E bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nutsActual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
  
'''(H3.50)'''
+
'''(H3.16''')
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
+
: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].
  
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
+
'''(H3.17)'''
 +
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
 +
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.65)'''
+
'''(H3.20)'''
:Flat plate bearings shall be straightened to plane surfaces.
+
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly.  The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
  
'''(H3.66)'''
+
'''(H3.21)'''
:Anchor rods shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts.  Top of anchor rods shall be set approximately 1/2" above top of bottom flange.
+
: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 note applies to Type E Bearings Modified.'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
'''(H3.69)'''
+
'''(H3.22)'''
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
 +
==== H3c. Type N PTFE ====
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
'''(H3.24)'''  
 +
:Design coefficient of friction equals 0.06.
  
'''(H3.70)'''
+
'''(H3.25)'''
: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.
+
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be providedSwedging shall be 1" less than extension into the concrete.
  
'''(H3.71)'''
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).
+
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 +
'''(H3.27)'''
 +
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
'''(H3.28)'''
 +
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
  
'''(H3.75)'''
 
:All fillets shall have a 3/4" radius.
 
  
'''(H3.76)'''
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
:Anchor rods shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Furnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
 
  
'''(H3.77)'''
+
'''(H3.29) Use grade per Design Comps.'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings. Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
+
: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.
  
'''(H3.78)'''
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
'''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. Conduit System ===
+
'''(H3.29.2)'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. The stainless steel plate shall be protected from galvanizing.  Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
'''(H4.1)'''
+
'''(H3.30)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
+
:Type N PTFE Bearings shall be in accordance with Sec 716.
  
'''(H4.2) Use for all conduits to be encased in concrete, except 3 in. minimum cover is not possible in slab.'''
+
'''(H3.31)'''
: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.
+
:PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.  
  
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
+
'''(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.
  
'''(H4.2.1)'''
+
'''(H3.33)'''
:All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
+
: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.
  
'''(H4.2.2)'''
+
==== H3d. Laminated Neoprene Pad Assembly ====
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.  
 
  
'''(H4.3)'''
+
'''(H3.45)'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
+
: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.
  
'''(H4.4)'''
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
:Light standards, wiring and fixtures shall be furnished and installed by others.
+
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''(H4.5)'''
+
'''(H3.47)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H4.6)'''
+
'''(H3.48)'''
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
+
: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.
  
'''(H4.7) 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.'''
+
'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized. '''
: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.
+
: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.
  
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
+
'''(H3.50)'''
: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.
+
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
  
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
+
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
 
  
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
+
'''The following notes apply to Flat Plate Bearings.'''
:Minimum clearance preferred between conduits placed in the safety barrier curb shall be 1”.
 
  
'''(H4.8) Use "surface" mounting, except adjacent to sidewalks, where mounting box on existing concrete.  Use "flush" mounting where box is to be encased in concrete.'''
+
'''(H3.65)'''
: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.
+
:Flat plate bearings shall be straightened to plane surfaces.
  
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of the safety barrier curb.'''
+
'''(H3.66)'''
:Placement of junction boxes and covers complete-in-place shall be flush with the roadway face of the safety barrier curbJunction boxes and covers may be recessed up to ¼”.
+
:Anchor bolts shall be 1"&oslash; ASTM F1554 Grade 55 swedged bolts, 10" long with no heads or nutsTop of anchor bolts shall be set approximately 1/2" above top of bottom flange.
  
'''(H4.9) Use for all conduits not to be encased in concrete.'''
+
'''(H3.67)'''
: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.
+
: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.
  
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
+
'''(H3.68)'''
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707.  All conduits shall be sloped to drain where possible.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
'''(H3.69)'''
: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.
+
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H4.11) Use for payment of Conduit System.'''
 
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.
 
  
=== H5. Expansion Devices ===
+
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
  
 +
'''(H3.70)'''
 +
:Material shall be ASTM A709 Grade 36 steel.  Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit.  After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
  
==== H5a. Finger Plate ====
+
'''(H3.71)'''
 +
:Edge A shall be rounded (1/16" to 1/8" radius).
  
'''(H5.1)  For stage construction or other special cases, see Structural Project Manager.'''
 
:Finger plate shall be cut with a machine guided gas torch from one plate.  The plate from which fingers are cut may be spliced before fingers are cut.  The surface of cut shall be perpendicular to the surface of plate.  The cut shall not exceed 1/8" in width.  The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown.  No splicing of finger plate or finger plate assembly will be allowed after fingers are cut.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.2)'''
+
'''The following notes apply to Carbon Steel Casting (Truss).'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.3)'''
+
'''(H3.75)'''
: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.
+
:All fillets shall have a 3/4" radius.
  
'''(H5.4)'''
+
'''(H3.76)'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123Anchors need not be protected from overspray.
+
:Anchor bolts shall be 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 providedFurnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
  
'''(H5.5)'''
+
'''(H3.77)'''
: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.
+
: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.
  
'''(H5.6)'''
+
'''(H3.78)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H5.7)  Use note for steel structures.'''
+
====H3f. Pot Bearing Pad Assembly====
:All holes shown for connections to be subpunched 11/16"&oslash; (shop or field drill) and reamed to 13/16"&oslash; in field.
 
  
'''(H5.8) Place note near "Plan of Slab".'''
+
'''(H3.79)'''
:'''"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 bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
 +
'''(H3.80)'''
  
==== H5b. Flat Plate ====
+
:The contractor, in coordination with the bearing manufacturer, shall be responsible for sizing the sole plate and masonry plate and determining the size, number, and location of anchor bolts based on the load and movement capacities, indicated in the Bearing Data.
 +
 +
'''(H3.81)'''
  
'''(H5.16)'''
+
: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.
: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.
+
 +
'''(H3.82)'''
  
'''(H5.17)'''
+
:'''(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.
: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.
+
 +
'''(H3.83)'''
  
'''(H5.18)'''
+
:'''(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.
:Material for the expansion device shall be ASTM A709 Grade 36 structural steelAnchors for the expansion device shall be in accordance with Sec 1037.
+
   
 +
'''(H3.84)'''
  
'''(H5.19)'''
+
:'''(5)''' The temperature of the steel adjacent to the elastomeric should be kept below 250°F.
: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.
+
 +
'''(H3.85)'''
  
'''(H5.20)'''
+
: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.
: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.
+
 +
'''(H3.86)'''
  
'''(H5.21)'''
+
:The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.
: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.
+
 +
'''(H3.87)'''
  
'''(H5.22) Use this note when expansion device is at an end bent.'''
+
:All expansion Bearings shall have maximum friction coefficient of 3%.
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
+
 +
'''(H3.88)'''
  
'''(H5.23) Place this note near "Plan of Slab".'''
+
: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.
: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.
+
 +
'''(H3.89)'''
  
'''(H5.24)'''
+
: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.
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
 +
'''(H3.90)'''
  
==== H5c. Preformed Compression Joint Seal ====
+
:Anchor bolts shall be installed using a hardened steel washer at each exposed location.
 +
 +
'''(H3.91)'''
  
'''(H5.31)'''
+
:Washers shall conform to ASTM F463.
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.32)'''
+
'''(H3.92)'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.33)'''
+
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].
: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.
+
 +
'''(H3.93)'''
  
'''(H5.34)'''
+
: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.
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123.  Anchors need not be protected from overspray.
+
 +
'''(H3.94)'''
  
'''(H5.35)'''
+
: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.
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.95)'''
  
'''(H5.36) Place this note near "Plan of Slab".'''
+
: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.
: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.
+
 +
'''(H3.96)'''
  
'''(H5.37)'''
+
: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.
: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 concreteLead anchors will not be permitted.  Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
+
   
 +
'''(H3.97)'''
  
 +
:After installation of the bearings, any uncoated or damaged surfaces of the masonry and sole plates shall be prepared in accordance with the specifications and field-coated with inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
  
'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''
+
 +
'''(H3.98)'''
  
'''(H5.38)'''
+
: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.
: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".
+
 +
'''(H3.99)'''
  
'''(H5.39)'''
+
: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.
: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.
+
 
+
'''(H3.100)'''
==== H5d. Strip Seal ====
 
  
'''(H5.46)'''
+
: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.
: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.
+
'''(H3.101)'''
  
'''(H5.47)'''
+
:Whenever jacking of the Superstructure is needed to reset the bearings, the contractor shall submit a jacking sequence for approval.
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.48''')
+
=== H4. Conduit System ===
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W.  Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.
 
  
'''(H5.49)'''
+
'''(H4.1)'''
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
+
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
  
'''(H5.50)'''
+
'''(H4.2) Use for all conduits, except if encased in concrete, 3 in. minimum cover is not possible in slab.'''
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
: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.
  
'''(H5.51) Place this note near "Plan of Slab".'''
+
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
: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.
 
  
'''(H5.52)'''
+
'''(H4.2.1)'''
: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 conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
  
'''(H5.53) Use note with polymer concrete next to strip seal.'''
+
'''(H4.2.2)'''  
:Polymer concrete shall be in accordance with Sec 623.
+
: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. Pouring and Finishing Concrete Slabs ===
+
'''(H4.3)'''
 +
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
  
'''I-Beam, Plate Girder Bridges - Continuous Slabs'''
+
'''(H4.4)'''
 +
:Light standards, wiring and fixtures shall be furnished and installed by others.
  
'''(H6.1)'''
+
'''(H4.5)'''
: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.
+
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
  
 +
'''(H4.6)'''
 +
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
  
'''Prestressed Concrete Structures - Continuous Spans'''
+
'''(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.
  
'''(H6.4)'''
+
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
: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.
+
: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.
  
'''(H6.5)'''
+
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
:End diaphragms at expansion devices may be poured with a construction joint between the diaphragm and slab, or monolithic with the slab.
+
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
  
'''(H6.6) Omit underlined part on non-integral end bents.'''
+
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
:The concrete diaphragm at the intermediate bents <u>and integral</u> <u>end bents</u> shall be poured a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.
+
:Minimum clearance preferred between conduits placed in barrier shall be 1”.  
  
 +
'''(H4.8) Use "surface" mounting, except adjacent to sidewalks, where mounting box on existing concrete.  Use "flush" mounting where box is to be encased in concrete.'''
 +
:All end bent <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.
  
'''Prestressed Double-Tee Concrete Structures'''
+
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of barrier.'''
 +
:Placement of junction boxes and covers, complete in place, shall be flush with the roadway face of barrier.  Junction boxes and covers may be recessed up to ¼”.
  
'''(H6.9)'''
+
'''(H4.9) Use for all conduits not to be encased in concrete.'''
: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.
+
: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.
  
'''(H6.10)'''
+
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
: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.
+
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707. All conduits shall be sloped to drain where possible.
  
 +
'''(H4.10) Use for conduit not encased in concrete.'''
 +
: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.
  
'''Solid or Voided Slab Structure - Continuous and Simple Spans'''
+
'''(H4.11) Use for junction box. '''
 +
:Junction box size shown on plan may require special order. No other size may be substituted.
  
'''(H6.13) [[751.10_General_Superstructure#751.10.1.12_Slab_Pouring_Sequences|(*) See EPG 751.10.1.12 Slab Pouring Sequences]]'''
+
'''(H4.12)   '''
: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.
+
:MoDOT Construction Personnel: Indicate in field and on bridge plans for future work the exact location of buried conduit at ends of bridge that are capped and not immediately used.
  
 +
'''(H4.13) Use for payment of Conduit System.'''
 +
:Payment for furnishing and installing Conduit System, complete in place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.
  
'''Steel and Prestressed Structures - Simple Spans'''
+
=== H5. Expansion Joint Systems ===
  
'''(H6.15)'''
 
:The contractor shall pour and satisfactorily finish the roadway slab at a rate of not less than 25 cubic yards per hour.
 
  
 +
==== H5a. Finger Plate ====
  
Widen, Extension, Repair, and Stage Construction
+
'''(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.
  
'''(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.'''
+
'''(H5.2)'''
:Expansive Class B-2 concrete shall be used in the closure pour.  <u>Forms shall be released before the closure pour.</u>
+
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
  
 +
'''(H5.3)'''
 +
: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.
  
'''All Structures with Longitudinal Construction Joints'''
+
'''(H5.4)'''
 +
:Structural steel for the expansion device and barrier plate shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
'''(H6.18) The following note shall be used on all structures with slabs wider than 54' containing a longitudinal construction joint.  [[Image:751.50 circled 1.gif]] shall be replaced by the value corresponding to the total roadway width divided by the larger pour width when the construction joint is used.'''
+
'''(H5.5)'''
: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;.
+
: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.
  
=== H7. Slab Drains ===
+
'''(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.
  
'''(H7.1)'''
+
'''(H5.8) Place note near "Plan of Slab".'''
: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.
+
:'''"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.
  
'''(H7.1.1)'''
+
'''(H5.9)'''
:Slab drain bracket assembly shall be ASTM A709 Grade 36 steel.
+
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
'''(H7.2) Use with wearing surface.'''
+
'''(H5.10)'''  
: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>.
+
: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.
  
'''(H7.3) Use with wearing surface.'''
+
==== H5b. Flat Plate ====
:Piece "A" shall be cast in the concrete.  Prior to placement of wearing surface, piece "B" shall be inserted into piece "A".
 
  
'''(H7.4)'''
+
'''(H5.16)'''
:Locate drain<u>s piece "A"</u>(*) in slab by dimensions shown in Part Section Near Drain.
+
: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.
  
'''(H7.5)'''
+
'''(H5.17)'''
:Shift reinforcing steel in field where necessary to clear drains.
+
: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.
  
'''(H7.6)'''
+
'''(H5.18)'''
: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.
+
: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.
  
'''(H7.7)'''
+
'''(H5.19)'''
:All bolts, hardened washers, lock washers and nuts shall be galvanized in accordance with ASTM A153.
+
: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.
  
'''(H7.8)'''
+
'''(H5.20)'''
:The <u>coil insert required</u> <u>bolt hole</u> for the bracket assembly attachment shall be located on the <u>Prestressed I-Girder</u> <u>Prestressed Bulb-tee</u> <u>Plate Girder</u> <u>Wide Flange Beam</u> shop drawings.
+
: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.
  
'''(H7.9)'''
+
'''(H5.21)'''
:Shop drawings will not be required for the slab drains <u>and the</u> <u>bracket assembly</u>.
+
: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.
  
(*) Use with wearing surface.
+
'''(H5.22) Use this note when expansion device is at an end bent.'''
 +
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
  
 +
'''(H5.23) Place this note near "Plan of Slab".'''
 +
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>vertical plate</u> <u>and</u> <u>the vertical leg of the angle</u> at the expansion device.
  
'''Place the following notes (H7.10) and (H7.11) on the Prestressed I Girder slab drain standard.'''
+
'''(H5.24)'''
 +
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
  
'''(H7.10)'''
+
'''(H5.25)'''
:Coil inserts shall have a concrete pull-out strength (Ultimate load) of at least 2,500 pounds in 5,000 psi concrete.
+
: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.
  
'''(H7.11)'''
+
==== H5c. Preformed Compression Seal ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|Notes for Bridge Standard Drawings]]) ====
:The bolt required to attach the slab drain bracket assembly to the prestressed girder web shall be supplied by the prestressed I-Girder fabricator.
 
  
'''(H7.12)'''
+
'''(H5.31)'''
:The bolt for the bracket assembly attachment shall be located on the plate girder shop drawings.
+
: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.
  
=== H8. Blank ===
+
'''(H5.33)'''
 +
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36.  Anchors for the expansion joint system shall be in accordance with Sec 1037.  Preformed compression seal expansion joint system shall be in accordance with Sec 717.
  
 +
'''(H5.34)'''
 +
:Structural steel for the expansion joint system shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
  
=== H9. Thrie Beam and Other Rail Types ===
+
'''(H5.35)'''
 +
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(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.)
+
'''(H5.36) Place this note near "Plan of Slab" also.'''  
 +
:Longitudinal reinforcing steel shall be placed so that ends shall be 1" from the vertical leg of the angle at the expansion joint system.  
  
: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 Guard Rail (W-Beam)</u>, <u>Bridge Guard Rail (Thrie Beam)</u>, <u>Bridge Rail (Two Tube Structural Steel)</u>, <u>Low Profile Metal Bridge Rail (Single Tube)</u>."
 
  
'''(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.)
+
'''Place the following notes (H5.37 and H5.38) near the "Table of Transverse Preformed Compression Seal Expansion Joint System Dimensions".'''
  
: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 Guard Rail (W-Beam)</u>, <u>Bridge Guard Rail (Thrie Beam).”</u>
+
'''(H5.37)'''
 +
:Depth of seal shall not be less than width of seal.
  
'''(H9.2)'''
+
'''(H5.38) '''
: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).
+
: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".  
  
'''(H9.3)'''
+
'''(H5.39)'''
:All bolts, nuts, washers, <u>and</u> plates <u>and elastomeric materials</u> will be considered completely covered by the contract unit price for <u>Bridge Guard Rail (W-Beam)</u> <u>Bridge Guard Rail (Thrie Beam)</u> <u>other items</u>.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H9.4) Use underline part for temporary bridges.'''
+
'''(H5.40)'''
: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.
+
:MoDOT Construction personnel will record the manufacturer and seal name that was used.
  
'''(H9.5) Use post instead of blockout for temporary bridges'''.
+
==== H5d. Strip Seal ([[#G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)|Notes for Bridge Standard Drawings]])====
: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.
 
  
'''(H9.6) Use only when a base plate is used.'''
+
'''(H5.46)'''
:Rail posts shall be seated on elastomeric pads having the same dimensions as the post base plate and 1/16" thicknessSuch pads may be any elastomeric material, plain or fibered, having hardness (Durometer) of 50 or above, as certified by the manufacturerAdditional pads or half pads may be used in shimming for alignmentPost heights shown will increase by the thickness of the pad.
+
: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 requiredWelds 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 splicesFactory splicing will be permitted for joints in excess of 53 feet.
  
'''(H9.7)'''
+
'''(H5.48''')
: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.
+
: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.
  
'''(H9.8)'''
+
'''(H5.49)'''
: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.
+
: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.
  
'''(H9.9)'''
+
'''(H5.50)'''
:Minimum length of thrie beam sections is equal to one post space.
+
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
  
'''(H9.10)'''
+
'''(H5.51) Place this note near "Plan of Slab" also.'''
:5/8"&oslash; button-head, oval shoulder bolts with 3/8" min. thickness hex nuts shall be used at all slots.
+
: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.
  
'''(H9.11)'''
+
'''(H5.52)'''  
:Thrie beam guardrail on the bridge shall be 12 gage steel.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
'''(H9.12) Use top plates instead of cap rail angles for temporary bridges.'''
+
'''(H5.53)'''
: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.
+
:MoDOT Construction personnel will indicate the strip seal expansion joint system installed.
  
'''(H9.15) Use post instead of blockout for temporary bridges.'''
+
'''(H5.54)'''
: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.
+
:Steel armor may also be referred to as extrusion or rail.
  
'''(H9.16)'''
+
'''(H5.55) Use this note when polymer concrete is to be used next to strip seal.'''
:Special drilling of the thrie beam may be required at the splices.  All drilling details shall be shown on the shop drawings.
+
:Polymer concrete shall be in accordance with Sec 623.
  
'''(H9.17''')
+
====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]])====
:Fabrication of structural steel shall be in accordance with Sec 1080.
 
  
'''(H9.18) Do not use with prestress double-tee or temporary bridge structures.'''
+
'''(H5.56)'''
: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.
+
: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.  
  
'''(H9.19) Do not use with prestressed double-tee or temporary bridge structures.'''
+
'''(H5.58)'''  
: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.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.  
  
 +
'''(H5.59)'''
 +
:MoDOT Construction personnel will indicate the type of seal used.
  
'''Do not use any of the following notes for temporary bridges.'''
+
'''(H5.60) Use this note when polymer concrete is to be used next to Preformed Silicone or EPDM Seal. '''
 +
:Polymer concrete shall be in accordance with Sec 623.
  
'''(H9.20) Use with prestress double-tee structures.'''
+
'''(H5.61) Use this note when joint gap (opening) is wider than 3”.'''
: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.
+
:Joint gap (opening) wider than 3" during installation may require use of backer rod to keep seal in place while adhesive is curing.
  
'''(H9.21)'''
+
====H5f. Open Cell Foam Joint Seal (Notes for Bridge Standard Drawings)====
: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.
 
  
'''(H9.22)'''
+
'''(H5.62)'''
:See slab sheet for rail post spacing.
+
: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.
  
'''(H9.23)'''
+
'''(H5.63)'''
:See Missouri Standard Plans drawing 606.00 for details not shown.
+
:The open cell foam joint seal shall be installed according to the manufacturer's recommendations.
  
'''(H9.24)'''
+
'''(H5.64)'''
:Bolt shall not be bent in slab depths greater than 14", use 12" straight embeddment.
+
:The installation temperature shall be taken as the actual air temperature averaged over the 24-hour period immediately preceding installation.
  
'''(H9.25)'''
+
'''(H5.65)'''
: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.
+
:MoDOT construction personnel will record the manufacturer and seal name that was used.
  
'''(H9.26)'''
+
=== H6. Pouring and Finishing Concrete Slabs ===
:Shim plate shall be galvanized after fabrication.
 
  
'''(H9.27)'''
+
'''I-Beam,