Difference between revisions of "751.50 Standard Detailing Notes"

From Engineering_Policy_Guide
Jump to navigation Jump to search
 
m (→‎K1. General: minor correction)
 
(359 intermediate revisions by 3 users not shown)
Line 1: Line 1:
 +
{|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="300px" align="right"
 +
|-
 +
|align="center"| '''Copying Detailing Notes from EPG to MicroStation Drawings'''
 +
|-
 +
|'''<font color="purple">[MS Cell]</font color="purple">''' in the standard detailing notes indicates those notes are available in MicroStation note cells because of the drawing associated with the note.
 +
|-
 +
|Please refer to  [[media:751.50 Copying Detailing Notes May 2014.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
 +
|}
 +
'''Underlined Portions of Notes:'''  Underlined portions of standard detailing notes that are not applicable may be omitted.
 +
 +
 
== A. General Notes ==
 
== A. General Notes ==
  
 +
=== A1. Design Specifications, Loadings & Unit Stresses ===
 +
 +
'''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:'''
 +
 +
::'''  Design Specifications:'''
 +
:::A1.1
 +
 +
::'''Design Loading:'''
 +
:::A1.2
 +
 +
::''' Design Unit Stresses:'''
 +
::: A1.3
 +
 +
'''(A1.1) Design Specifications: '''
 +
 +
'''Use for all LRFD standard culverts and standard culverts-bridge designs in which the design and/or details are completely covered by the Missouri Standard Plans for Highway Construction and/or EPG 751.8 in accordance with the following design specifications. '''
 +
:::2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions
 +
<div id="Use for all LRFD bridge final designs initiated"></div>
 +
'''Use for all LRFD bridge final designs initiated on or after June 1, 2020.'''
 +
 +
:::2020 AASHTO LRFD Bridge Design Specifications (9th Ed.) 
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u> 
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
'''Use for all LRFD bridge final designs initiated before June 1, 2020.'''
  
'''Omit parts not applicable; Omit parts underlined when not applicable.'''
+
:::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>
  
'''(A1.1) Use the following note on LRFD plans.'''
+
'''Use for all LFD bridge final designs.'''
 +
:::2002 AASHTO LFD (17th Ed.) Standard Specifications
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
  
'''GENERAL NOTES:'''
+
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
:'''Design Specifications:'''
+
<div id="(A1.2) Design Loading:"></div>
::2007 - AASHTO LRFD 4th Edition
 
::Load and Resistance Factor Design
 
::Seismic Design Category = <u>&nbsp;&nbsp;</u>
 
::Seismic Peak Horizontal Ground Acceleration = <u>&nbsp;&nbsp;</u>
 
  
'''Use the following note on plans when repairing concrete deck.'''
+
'''(A1.2) Design Loading:'''
  
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
+
'''Use for all LRFD bridge and culvert final designs.'''
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>
+
::Vehicular = HL-93 <u>minus lane load</u> (1)
:'''Design Loading:'''
+
:: <u>No</u> <u>Future Wearing Surface</u> <u>= 35 lb/sf</u>
::<u>HL-93</u> (LRFD Superstructure, <u>LRFD</u> <u>LFD</u> Substructure)
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
 
::<u>Defense Transporter Erector Loading</u>
 
::<u>Defense Transporter Erector Loading</u>
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
+
::Earth = 120 lb/cf
 +
::Equivalent Fluid Pressure = <u>(2)</u>
 
::<u>Ø = &nbsp;</u>
 
::<u>Ø = &nbsp;</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load.<br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
  
'''Use the following note on LFD plans after July 2003 Letting.'''
+
'''Use for all LFD bridge final designs.'''
 
+
::<u>HS20-44</u> <u>HS20 Modified</u> <u>(4)</u> <u>(5)</u>  
'''GENERAL NOTES:'''
+
::<u>35 lb/sf</u> <u>No</u> Future Wearing Surface
:'''Design Specifications:'''
+
::<u>Military 24,000 lb Tandem Axle</u> <u>(5)</u>  
::2002 - AASHTO 17th Edition
+
::<u>Defense Transporter Erector Loading</u> <u>(5)</u>  
::Load Factor Design
+
::Earth 120 lb/cf, Equivalent Fluid Pressure <u>(2)</u>  
::Seismic Performance Category
 
::Acceleration Coefficient = <u>&nbsp;&nbsp;</u>
 
 
 
'''Use the following note on plans when repairing concrete deck.'''
 
 
 
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
 
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>  
 
:'''Design Loading:'''
 
::<u>HS20-44</u>
 
::<u>HS20 Modified</u>
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
::<u>Military 24,000# Tandem Axle</u>
 
::<u>Defense Transporter Erector Loading</u>
 
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
 
 
::<u>Ø =  &nbsp;</u>
 
::<u>Ø =  &nbsp;</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. <br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
 +
For rehabilitation of decks originally designed using above loads, specify using current wording when the original wording varies from that now used (“Military” used to be specified as “Modified”).
 +
 +
(1) Include for all culverts and culverts-bridges unless lane load is used.
 +
 +
(2) For bridges and retaining walls use "45 lb/cf (Min.)" unless the Ø angle requires using a larger value. For box culverts use "30 lb/cf (Min.), 60 lb/cf (Max.)".
 +
 +
(3) Use with all prestressed concrete structures. Omit underline portions for single spans.
 +
 +
(4) For rehabilitation of decks originally designed using loads other than those shown, specify loading as shown on original plans.
 +
 +
(5) For rehabilitation of decks specify the original design year in parentheses, e.g. (1965).
  
  
  
'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''
+
'''(A1.3) Use for LRFD. (For ASD, LFD, and allowable stresses, see Development Section.)'''
  
:'''Design Unit Stresses:'''
+
::'''Design Unit Stresses:'''
 
::{|
 
::{|
|Class B Concrete (Substructure)||<u>fc = 1,200</u>||<u>f'c = 3,000</u>||psi
+
|Class B Concrete (Substructure)|| ||f'c = 3,000 psi
|-
 
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
 
|-
 
|Class B-1 Concrete (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
 
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed Girders and <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B Concrete (Retaining Wall)|| ||f'c = 3,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Box Culvert)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Superstructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed <u>Girders</u> <u>Beams</u> and Barrier) || ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; <u>Safety Barrier</u> <u>and</u> <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
+
|Class B-1 Concrete (Substructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Class B-1 Concrete (Box Culvert)|| ||f'c = 4,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Class B-1 Concrete (Barrier)|| ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</u>||psi
+
|Class B-2 Concrete (Superstructure, except Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|Structural Steel (ASTM  A441)||<u>fs = 23,000</u>||<u>fy = 42,000</u>||psi
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A441)||<u>fs = 25,000</u>||<u>fy = 46,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Structural Steel (ASTM A441)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 42)||<u>fs = 23,000</u>||<u>fy = 42,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 50)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade 50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS70W)|| ||f<sub>y</sub> = 70,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS70W)||<u>fs = 38,000</u>||<u>fy = 70,000</u>||psi
+
|Structural Steel HP Pile (ASTM A709 Grade 50S)|| ||f<sub>y</sub> = 50,000 psi  
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 36)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 36,000||psi
+
|Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)||width="20"| ||  f<sub>y</sub> = 45,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 50)||<u>fb = [[#A1-notes|(**)]] </u>||fy = 50,000||psi
+
|colspan="3"|For precast prestressed panel stresses, see Sheet No. _.
 
|-
 
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
+
|colspan="3"|For prestressed girder stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|-
 
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ <u>&</u> _ .
+
|colspan="3"|For prestressed <u>solid slab</u> <u>voided slab</u> <u>box</u> beam stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|}
 
|}
  
  
 
<div id="A1-notes"></div>
 
<div id="A1-notes"></div>
(**)  <u>6,000</u>  <u>9,000</u>  <u>12,000</u> Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.
+
(1) Slabs, diaphragms or beams poured integrally with the slab.
 
 
(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts.  (Modify if Ø angle dictates.)
 
 
 
(2) All Prestressed Concrete Girder Structures.
 
 
 
(3) Slabs, diaphragms or beams poured integrally with the slab.
 
  
Note to Detailer: Use f'c and fy for Load Factor Design.
+
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.
  
=== A2. Box Culverts and Other Type Structures ===
+
=== A2. Concrete Box Culverts and Other Type Structures ===
  
 
'''All Boxes'''
 
'''All Boxes'''
  
'''(A2.0)'''
+
'''(A2.0) <font color="purple">[MS Cell]</font color="purple">'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Box used
+
:MoDOT Construction personnel will indicate the type of box culvert constructed:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Concrete Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Concrete Box used
  
  
 
'''All Boxes on Rock'''
 
'''All Boxes on Rock'''
  
'''(A2.1)'''
+
'''(A2.1) Designer shall check with Structural Project Manager if the 6” dimension should be increased for soft rock and shale. '''
:Anchor full length of walls by excavating 6" into and casting concrete against vertical faces of hard, solid, undisturbed rock.
+
 
 +
:Anchor full length of walls by excavating 6 inches into and casting concrete against vertical faces of hard, solid, undisturbed rock.
  
 
'''(A2.1.1)'''
 
'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.
+
:Holes shall be drilled 12 inches into solid rock with E1 and E2 bars grouted in.
  
  
Line 142: Line 180:
  
 
'''(A2.2)'''
 
'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.
+
:When alternate precast concrete box culvert sections are used, the minimum distance from inside face of headwalls to precast sections measured along the shortest wall shall be 3 feet. Reinforcement and dimensions for wings and headwalls shall be in accordance with Missouri Standard Plans.
  
  
Line 149: Line 187:
  
 
'''(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 161: Line 199:
  
 
'''(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 167: Line 205:
  
 
'''(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 177: Line 215:
  
 
'''(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.'''
  
 
'''(A2.9)'''
 
'''(A2.9)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls.  The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape.  The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract unit price for other items.
+
:Filter cloth 3 feet in width and double thickness shall be centered on transverse joints in top slab and sidewalls with edges sealed with mastic or two sided tape.  Filter cloth shall be a 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.
 +
<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 192: Line 231:
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
  
'''(A2.12)'''
 
:Note: Slope of bottom slab shall be placed at natural stream gradient.
 
  
'''(A2.13)'''
+
'''(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.
 
  
=== A3. All Structures ===
+
:Culvert top slab surface may be finished with a vibratory screed.
 +
 
 +
<div id="Use notes A2.15 and A2.16"></div>
 +
 
 +
'''Use notes A2.15 and A2.16 for all box culverts.'''
 +
 
 +
'''(A2.15) '''
 +
 
 +
:Channel bottom shall be graded within the right of way for transition of channel bed to culvert openings. Channel banks shall be tapered to match culvert openings. (Roadway Item)
 +
 
 +
'''(A2.16) '''
 +
 
 +
:If any part of the barrel is exposed, the roadway fill shall be warped to provide 12 inches minimum cover. (Roadway Item)
 +
 
 +
=== A3. All Structures ===
  
 
'''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.
  
  
Line 223: Line 273:
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
  
=== A4. Protective Coatings ===
+
<div id="(A3.5.1) Use when uncoated steel"></div>
 +
'''(A3.5.1) Use when uncoated steel may come in contact with galvanized piles (concrete pile cap intermediate bents and pile footings).'''
 +
:Minimum clearance between galvanized piles and uncoated (plain) reinforcing steel including bar supports shall be 1 1/2”. Nylon, PVC, or polyethylene spacers shall be used to maintain clearance.  Nylon cable ties shall be used to bind the spacers to the reinforcement.
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".
+
'''(A3.6) Use when mechanical bar splices (MBS) are to be specified on the plans. The underlined portion shall be used when mechanical bar splice is not being paid for with pay item 706-10.70.  '''
  
 +
:MBS refers to mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 or 710 <u>except that no measurement will be made for mechanical bar splices and they will be considered completely covered by the contract unit price for other items</u>.
  
'''Steel Structures - Non-Weathering Steel'''
+
<div id="Traffic Handling:"></div>
 +
'''Traffic Handling:'''
  
'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
+
'''(A3.7) Use on all grade separations (new and rehabs) constructed over traffic. The note shall be as specified on the Bridge Memorandum (may not match the following) in accordance with [[751.1 Preliminary Design#751.1.2.6 Vertical and Horizontal Clearances|EPG 751.1.2.6 Vertical and Horizontal Clearances]].'''
:Protective Coating:  System G in accordance with Sec 1081.<br/>&nbsp;<br/>Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".
+
 +
:Vertical clearance for Route <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> traffic during construction shall be <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> minimum over a <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> wide horizontal opening of the roadway <u>in each direction</u>.
  
'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
 
:'''Existing Steel - contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer.'''
 
  
:Prime Coat:  The cost of the prime coat will be considered completely covered by the contract <u>unit</u> <u>lump sum</u> price <u>per sq. foot</u> for <u>the Fabricated Structural Steel</u> <u>"Field Application of Inorganic Zinc Primer"</u>. Tint of the prime coat for System G shall be similar to the color of the field coat to be used.
+
'''(A3.8) Use for bridges and culverts.'''
 +
:<u>Structure to be closed during construction.</u> <u>Traffic to be maintained on (1) during construction.</u> See roadway plans for traffic control <u>and Sheet No. __ for staged construction details.</u>
  
'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
+
::{| style="margin: 1em auto 1em auto"
:Field Coat:  The color of the finish field coat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Finish Field Coat (System G).<br/>&nbsp;<br/>At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
+
|-
 +
|(1)|| Use “structure” with staged rehabilitation of existing structures.
 +
|-
 +
| ||Use “existing structure” with new structures built next to existing structures.
 +
|-
 +
| ||Use “structures” with staged replacement of existing structures.
 +
|-
 +
| ||Use “temporary bypass” when a bypass will be constructed.
 +
|-
 +
| ||Use “other routes” with new routes and with existing routes that are closed to traffic.
 +
|-
 +
|colspan="2" width="1150"|
 +
|}
 +
=== A4. Protective Coatings ===
  
(*) The coating collor shall be specified on the Design Layout.
+
====A4a. Structural Steel Protective Coatings====
  
 +
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".
  
'''New Steel Structures - Weathering Steel'''
+
=====A4a1. <u>Steel Structures- Nonweathering Steel</u>=====
  
'''(A4.11)'''
+
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
:Protective Coating: System H in accordance with Sec 1081.
 
  
'''(A4.12)'''
+
'''(A4a1.1) '''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.
 
  
'''(A4.13)'''
+
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1081.
:Prime Coat: The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.
 
  
 +
'''(A4a1.2)  '''
  
'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''
+
: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.  
  
'''(A4.14)'''
+
'''(A4a1.3) The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence'''.
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints.  Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.
 
  
'''(A4.15)'''
+
: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: The color of the finish field coat shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the Fabricated Structural Steel. At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
 
  
 +
'''(A4a1.4) When System I is specified and if finish coat only is required, omit the underlined part.'''
  
'''(A4.20)  Use note on recoating truss bridges.'''
+
: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.  
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage.  Simultaneous work in adjacent spans is permissible using the specified limits in each span.
 
  
 +
'''(A4a1.5) Use for structures with Access Doors'''
  
'''Structures having 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.
  
'''(A4.23)'''
+
'''(A4a1.6) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
: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.
+
 +
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.  
  
'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
+
'''(A4a1.7)'''  
: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.
 
  
 +
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.3.3.1.4.
 +
<div id="(A4a1.8.1) Place"></div>
 +
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
  
'''Weathering steel or concrete structures having girder chairs but no coating item.'''
+
:'''(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.
  
'''(A4.27)'''
+
:'''(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:”'''
: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.
+
::Alternate bids for structural steel coating shall be completed.
  
 +
:'''(A4a1.8.1c) Place following information at bottom part of “Estimated Quantities” table. (At least four (4) blank rows should be left at bottom of table to allow for additional entries in the field.)'''
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="4"|Estimated Quantities
 +
|-
 +
!Item||Substr.||Superstr.||Total
 +
|-
 +
|Last Pay Item|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|ADD ALTERNATE A:|| || ||
 +
|-
 +
|Galvanizing Structural Steel&nbsp;&nbsp;&nbsp;&nbsp; lump sum|| || ||1
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|}
 +
</center>
 +
'''(A4a1.8.2) Place the following note instead of notes A4a1.1 – A4a1.7 on the plans when galvanized structural steel protective coating is approved by SPM.'''
 +
:'''(A4a1.8.2a) '''
 +
::Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.
  
'''Structural Steel Protective Coatings:'''
+
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''  
  
'''(A4.31)'''
+
'''(A4a1.9)'''  
:Protective Coating:  Calcium Sulfonate System in accordance with Sec 1081.<br/>&nbsp;<br/>Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Overcoating Structural Steel".
 
  
'''(A4.32)'''
+
:Protective Coating: System <u>G</u> <u>I</u> in accordance with Sec 1081.
: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".
 
  
'''(A4.33)'''
+
'''(A4a1.10)'''
:Prime Coat:  The cost of the prime coat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Primer".
 
  
'''(A4.34)'''
+
: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.
:Topcoat: The color of the topcoat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Tan (Federal Standard #23522)</u> <u>Green (Federal Standard #24260)</u>. The cost of the topcoat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Topcoat".
 
  
 +
'''(A4a1.11) '''
  
'''Structures with Exposed Piling'''
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer. Tint of the prime coat for System <u>G</u> <u>I</u> shall be similar to the color of the field coat to be used.
  
'''(A4.38) Use note when recoating existing exposed piles.'''
+
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When System I is specified, omit the 2<sup>nd</sup> sentence.'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP6 surface preparation in accordance with Sec 1081. The requirements for bituminous coating shall be in accordance with Sec 702. These protective coatings will not be required below the normal low water line or below the existing ground line. The cost of surface preparation will be considered completely covered by the contract lump sum price for "Surface Preparation for Applying Epoxy-Mastic Primer". The cost of the <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "<u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer".
 
  
 +
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
  
 +
'''(A4a1.13) Use for recoating truss bridges.  '''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
+
{|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.
 +
|}
  
'''(A4.41)  Use note with weathering steel structures.'''
+
: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.  
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.
 
  
'''(A4.42) Use note with coating for concrete bents and piers urethane or epoxy.'''
+
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
: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.
+
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''
  
'''(A4.43)(Use notes when specified on Design Layout.)'''
+
'''(A4a1.21) '''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
  
'''(A4.44)(Use notes when specified on Design Layout.)'''
+
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
+
 +
: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.  
  
=== A5. Miscellaneous ===
+
'''(A4a1.22) '''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
+
: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.  
  
'''(A5.2) Use when traffic is to be maintained during construction.'''
+
'''(A4a1.23) Use when a prime coat is not required. '''
: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.'''
+
:Prime Coat: Prime coat shall not be required.
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106 and Field Section (FS-712) from Materials Manual.
 
  
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
+
'''(A4a1.24) Use when prime coat is noted on the Bridge Memorandum as required. '''
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp;  <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>,  [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
 
  
'''(A5.5) Use the following note on all structures.'''
+
: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.  
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.
 
  
 +
'''(A4a1.25) '''
  
<div id="A5-notes"></div>
+
: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.
(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.
+
<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.'''
  
== B. Estimated Quantities Notes ==
+
: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.'''
  
=== B1. General ===
+
:Limits of Paint Overlap: System G shall overlap the existing coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
  
 +
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
  
==== B1a. Concrete ====
+
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
  
 +
'''(A4a2.1) '''
  
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
+
:Protective Coating: System H in accordance with Sec 1080.  
  
'''(B1.1) (Use on steel structures only.)'''
+
'''(A4a2.2) '''
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.2)'''
+
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the fabricated structural steel.  
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
 +
'''(A4a2.3) '''
  
'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''
+
:At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.  
  
'''(B1.3) (Use on steel structures only.)'''
+
'''<u>Recoating Existing Steel (A4a2.10 – A4a2.13) </u>'''
:All concrete between the upper and lower construction joints in the end bents <u>(except detached wing walls) </u> is included in the Estimated Quantities for Slab on Steel.
 
  
'''(B1.4)'''
+
'''(A4a2.10)'''
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
:Protective Coating: System H in accordance with Sec 1080.
  
'''Integral End Bents'''
+
'''(A4a2.11) '''
  
'''(B1.5)'''
+
: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.  
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
 +
'''(A4a2.12) '''
  
'''Intermediate Bents with Concrete Diaphragms'''
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <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.
  
'''(B1.5.1)'''
+
'''(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. '''
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.2)'''
+
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System 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).
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
=====A4a3. <u>Miscellaneous</u>=====
  
'''Non-Integral End Bents with Concrete Diaphragms'''
+
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
  
'''(B1.5.3)'''
+
:Structural steel for the <u>girder</u> <u>beam</u> chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the <u>girder</u> <u>beam</u> chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the <u>girder</u> <u>beam</u> chairs will be considered completely covered by the contract unit price for other items.  
:All reinforcement in the concrete diaphragms at End Bent<u>s</u> No. <u> &nbsp;  </u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.4)'''
+
'''(A4a3.2) Use when recoating existing exposed piles. (Guidance: "Aluminum" is preferred because it acts as both a barrier and corrosion protection where "Gray" only acts as a barrier. If for any reason coated pile is embedded in fresh concrete, "Aluminum" shall not be used.)'''
:All concrete in the concrete diaphragm at End Bent<u>s</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
:All exposed surfaces of the existing structural steel piles <u>and sway bracing</u> shall be recoated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP3 surface preparation in accordance with Sec 1081. The bituminous coating shall be applied one foot above and below the existing ground line and in accordance with Sec 702. These protective coatings will not be required below the normal low water line. The cost of surface preparation will be considered completely covered by the contract lump sum price for Surface Preparation for Applying Epoxy-Mastic Primer. The cost of the <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for <u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer.
  
'''Semi-Deep Abutments'''
+
====A4b. Concrete Protective Coatings====
  
'''(B1.6)'''
+
=====A4b1. Concrete Protective Coatings=====
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutments.
 
  
 +
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
  
'''End Bents with Expansion Device'''
+
'''(A4b1.1) Use note with weathering steel structures. '''
  
'''(B1.7)'''
+
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.  
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
 
  
 +
'''(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
  
'''Sidewalk'''
+
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.
  
'''(B1.8)'''
+
'''(A4b1.3) Use note when specified on Design Layout.'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
 
  
 +
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
  
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
+
'''(A4b1.4) Use note when specified on Design Layout. '''
  
'''End Bents'''
+
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
  
'''(B1.9.1)'''
+
=== A5. Miscellaneous ===
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.9.2)'''
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
 +
'''(A5.1) Use the following note on all structures that contains non-redundant Fracture Critical Members (FCM).'''
  
'''Intermediate Column Bents integral with slab'''
+
:This structure contains non-redundant Fracture Critical Members (FCM). FCM requirements shall be in accordance with [https://www.modot.org/media/20575 Sec 1080].
  
'''(B1.9.3)'''
+
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
+
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106.
  
'''(B1.9.4)'''
+
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
+
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp;  <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>, [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
  
 +
::{| style="margin: 1em auto 1em auto" align="left"
 +
|-
 +
|(1)||List all items used for the detached wing walls.
 +
|-
 +
|valign="top"|(2)|| For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.
 +
|}
  
'''Intermediate Pile Cap Bents integral with slab'''
+
<div id="(A5.6)"></div>
  
'''(B1.9.5)'''
+
'''(A5.6) <font color="purple">[MS Cell]</font color="purple"> Use the following note on all Concrete Superstructures where Precast Panels are used.'''
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
+
:MoDOT Construction personnel will indicate the type of joint filler option used under the precast panels for this structure:
 +
:: □  Constant Joint Filler
 +
:: □  Variable Joint Filler
  
'''(B1.9.6)'''
+
== B. Estimated Quantities Notes ==
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
 
  
==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====
 
  
 +
=== B1. General ===
  
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
 
  
'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
+
==== B1a. Concrete ====
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.
 
  
  
'''Retaining Walls'''
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
 +
 
 +
'''(B1.1) (Use on steel structures only.)'''
 +
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 +
 
 +
'''(B1.2) (Use on concrete structures only.)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
'''(B1.11)'''
 
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
 
  
 +
'''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.) '''
  
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
+
'''(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.
  
'''(B1.12)'''
+
'''(B1.4) (Use on concrete structures only.)'''
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
+
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
 +
'''(B1.5)'''
 +
: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>.
  
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
 
  
'''(B1.13)'''
+
'''Intermediate Bents with Concrete Diaphragms'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
 
  
 +
'''(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> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''Structures Having Neoprene Bearing Pads'''
+
'''(B1.5.2)'''
 +
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''(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 ===
+
'''Non-Integral End Bents with Concrete Diaphragms'''
  
 +
'''(B1.5.3)'''
 +
:All reinforcement in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''Structures with Welded Wire Fabric'''
+
'''(B1.5.4)'''
 +
:All concrete in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''(B2.4)'''
 
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
 
  
 +
'''Semi-Deep Abutments'''
  
 +
'''(B1.6)'''
 +
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutment.
  
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
+
<div id="(B1.7)"></div>
|-
+
'''End Bents with Expansion Device'''
!colspan="4"|WELDED WIRE FABRIC WEIGHT
+
 
|-
+
'''(B1.7)'''
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
+
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
|-
+
 
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
+
 
|-
+
'''Sidewalk'''
|4 x 4 - W4 x W4||4"||4 ga.||85
 
|}
 
  
See CRSI Manual for other sizes.
+
'''(B1.8)'''
 +
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
  
Table should not be shown on plans
 
  
 +
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
  
(*) Modify for type actually used.  Show type on details where the fabric is shown.
+
'''End Bents'''
 
"W" denotes smooth wire; the number following indicates cross sectional area in hundredths of a square inch.  Deformed wire is denoted by the letter "D".
 
  
=== B3. Estimated Quantities Tables ===
+
'''(B1.9.1)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
 +
'''(B1.9.2)'''
 +
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
==== B3a. Bridges ====
 
  
'''(B3.1)'''
+
'''Intermediate Column Bents integral with slab'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
 
|-
+
'''(B1.9.3)'''
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
+
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
|-
+
 
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
'''(B1.9.4)'''
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
+
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
+
 
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
+
 
|-
+
'''Intermediate Pile Cap Bents integral with slab'''
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
+
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
+
'''(B1.9.5)'''
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
+
'''(B1.9.6)'''
|-
+
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
+
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
+
<div id="(B1.9.7) Use"></div>
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|}
 
  
 +
==== B1b. Excavation, Sway Bracing====
  
  
{|
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
 
|}
 
  
'''(B3.2)'''
+
'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
: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 any required excavation for bridge will be considered completely covered by the contract unit price for other items.
  
  
{|
+
'''Retaining Walls'''
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
 
|}
 
  
'''(B3.3)'''
+
'''(B1.11)'''
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.
+
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
  
  
{|
+
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction after plans are completed.  When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently.  The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
 
|}
 
  
 +
'''(B1.12)'''
 +
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
  
'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''
 
  
'''(B3.4)'''
+
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.
 
  
'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
+
'''(B1.13)'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.
+
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
  
'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
 
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.
 
  
 +
=== B2. Welded Wire Fabric ===
  
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
 
  
'''(B3.7)'''
+
'''Structures with Welded Wire Fabric'''
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
 
  
==== B3b. Box Culverts & Slab on Semi-Deep ====
+
'''(B2.4)'''
 +
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
  
Estimated Quantities Table for Box Culverts
 
  
The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.
 
  
The four extra spaces at the bottom of the table are not required as specified before.
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
 
'''(B3.11)'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
 
|-
 
|-
!rowspan="2" | &nbsp;
+
!colspan="4"|WELDED WIRE FABRIC WEIGHT
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final<br/>Quantities
 
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
+
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|4 x 4 - W4 x W4||4"||4 ga.||85
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|&nbsp;
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|}
 
|}
  
 +
See CRSI Manual for other sizes.
 +
 +
Table should not be shown on plans
 +
 +
 +
(*) Modify for type actually used.  Show type on details where the fabric is shown.
 +
 +
"W" denotes plain wire; the number following indicates cross sectional area in hundredths of a square inch.  Deformed wire is denoted by the letter "D".
  
<math>\, *</math> Note to Detailer:
+
=== B3. Estimated Quantities Tables ===
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).
 
  
==== B3c. Slabs ====
 
  
The following table is to be placed on the design plans under the table of estimated quantities.
+
==== B3a. Bridges ====
  
'''(B3.21) Table of Slab Quantities'''
+
'''(B3.1) <font color="purple">[MS Cell]</font color="purple">'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
+
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
 
|-
 
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
+
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
+
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|&nbsp;
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right"|
 +
|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
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
+
|&nbsp;
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 
|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;
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
+
|align="right" rowspan="2"|[[Image:751.50 circled 2.gif]] <math>\, \Bigg\{</math>
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|}
 
|}
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'''".
 
  
"'''Reinforced Concrete Slab Overlay'''" will be used with prestressed concrete voided slab beams, box girders and double-tees.
 
  
  
'''(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.
+
|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.
 +
|}
 +
<div id="(B3.2)"></div>
 +
'''(B3.2)'''
 +
:Cost of L4x4 ASTM A709 Grade 36 HP pile anchors and 3/4-inch diameter ASTM F3125 Grade A325 bolts, complete in place, will be considered completely covered by the contract unit price for <u>Galvanized</u> Structural Steel Piles (<u>10 in.</u> <u>12 in.</u> <u>14 in.</u>).
  
'''(B3.23)'''
+
{|
:Method of forming the slab<u>s</u> shall be as shown on the plans and in accordance with Sec 703All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.
+
|valign="top"|[[Image:751.50 circled 2.gif]]||In special cases, entries are made to the quantities table by Construction personnel after plans are completedWhen 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.
 +
|}
  
'''(B3.24)  Use note for optional forming.'''
 
:Slab shall be cast-in-place with conventional forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.
 
  
 +
'''(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.
  
'''Stay-In-Place Forms:'''
+
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
 +
:All reinforcement in cast-in-place pile at end bents <u>and</u> <u>pile cap intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities</u>.
  
'''(B3.30)'''
+
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
:Permanent steel bridge deck forms, supports closure elements and accessories shall be in accordance with ASTM A446, Grades A thru F, having a coating class of G165 in accordance with ASTM A525.  Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.
 
  
'''(B3.31)'''
+
'''(B3.7)'''
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material.  The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.
+
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
  
'''(B3.32)'''
+
'''(B3.8) Place a * next to supplementary wearing surface material in the quantity box and add the following note under the estimated quantities box.'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams flanges.  Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end.  Form supports shall be placed in direct contact with the flange.  Welding on or drilling holes in the flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712.
 
  
 +
:<font color = "white">(</font color = "white">'''*''' Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.
  
'''Precast Prestressed Panels:'''
+
'''(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.'''
  
'''(B3.40)'''
+
:<font color = "white">(</font color = "white">'''**''' The minimum allowable water usage shall be 55 gallons per minute.
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> are based on skewed precast prestressed end panels.
 
  
'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
+
==== B3b. Box Culverts====
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
 
  
'''(B3.42)'''
+
Estimated Quantities Table for Box Culverts
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
==== B3d. Asphalt Wearing Surfaces ====
+
The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.
  
The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.
+
The four extra spaces at the bottom of the table are not required as specified before.
 
 
 
 
'''(B3.50)'''
 
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''(B3.11) <font color="purple">[MS Cell]</font color="purple">'''
|-
+
:{|border="1" style="text-align:center; border:3px solid black" cellpadding="5" cellspacing="0"
|rowspan="2"|&nbsp;
 
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic<br/>Concrete Wearing Surface
 
|width="175pt"|&nbsp;
 
|-
 
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface<br/>with Asphalt Binder Type
 
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>(<math>\sqrt{}</math>)
 
|-
 
|<math>\,*</math>
 
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\,*</math>
+
!width="300" colspan=2 |Estimated Quantities||width="100"|Final Quantities
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\,*</math>
+
| align="left"| Class 4 Excavation||cu. yard||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\,*</math>
+
|align="left"|Class B-1 Concrete<br/>(Culverts-Bridge)'''*'''||cu. yard||
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|&nbsp;
+
|align="left"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
 
 
|}
 
|}
  
 +
<math>\, *</math> Note to Detailer:
 +
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use (Culverts).
  
{|
+
==== B3c. Slabs on Steel, Concrete and Semi-Deep Abutment, and Reinforced Concrete Wearing Surfaces ====
|valign="top"|<math>\, *</math>
 
|The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry.  See the Design Layout for the type of Superpave mixture required.
 
|-
 
|&nbsp;
 
|See the Design Layout for the asphalt binder required.
 
|}
 
  
 +
The following table is to be placed on the design plans under the table of estimated quantities.
  
 +
Use separate tables for multiple types of slabs on a structure.
 +
<div id="(B3.21)"></div>
 +
'''(B3.21) <font color="purple">[MS Cell]</font color="purple"> Table of Slab Quantities'''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
 +
|-
 +
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
 +
|-
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
 +
|align="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;
 +
|-
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
 +
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|}
 +
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Concrete NU-Girder'''", "'''Slab on Semi-Deep Abutment'''", '''"Slab on Concrete Beam"''', '''"Slab on Concrete Adjacent Beam"'''  or "'''Reinforced Concrete Wearing Surface'''".
  
'''(B3.53)'''
+
"'''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.
: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.
 
  
'''(B3.54)'''
+
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.
: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.
 
  
'''(B3.56)'''
+
'''(B3.22) '''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
+
: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.
  
== C. Reinforcing Steel Notes ==
+
'''(B3.23)'''
 +
:Method of forming the slab<u>s</u> shall be as shown on the plans and in accordance with Sec 703.  All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.
  
 +
'''(B3.24)  Use note for optional forming.'''
 +
:Slab shall be cast-in-place with conventional forms or stay-in-place corrugated steel forms. Precast prestressed panels will not be permitted.
  
=== C1. Bill of Reinforcing Steel ===
+
'''(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.
  
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
+
'''Stay-In-Place Corrugated Steel Forms:'''
  
'''(C1.1) Same marks used for unlike bars on different units.'''
+
'''(B3.30)'''
:Bars in the above units are to be billed and tagged separately.
+
: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.  
  
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
+
'''(B3.31)'''
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
+
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material. The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.
  
 +
'''(B3.32)'''
 +
:Form sheets shall not rest directly on the top of <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>
  
'''BENDING BY CRSI STANDARDS'''
+
'''(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.'''
  
'''(C1.3)'''
+
: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.
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.
 
  
'''(C1.4)'''
+
'''Precast Prestressed Panels:'''
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
 
  
'''(C1.5)'''
+
'''(B3.40) Use for skewed structures.'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)
+
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u> are based on skewed precast prestressed end panels.
  
'''(C1.6)'''
+
'''(B3.41) Use for concrete structures.'''
:Payweights are based on actual lengths.
+
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
  
'''(C1.7)'''
+
'''(B3.42)'''
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
+
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u>.
  
'''(C1.8)'''
+
==== B3d. Asphalt Wearing Surfaces ====
:E = Epoxy coated reinforcement.
 
  
'''(C1.9)'''
+
'''(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.'''
:S = Stirrup.
 
  
'''(C1.10)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
:X = Bar is included in substructure quantities.
+
|-
 
+
|rowspan="2"|&nbsp;
'''(C1.11)'''
+
!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
:Actual lengths are measured along centerline bar to the nearest inch.
+
|width="175pt"|&nbsp;
 
+
|-
'''(C1.12)'''
+
!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
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.
+
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>()
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|&nbsp;
 +
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (√)".
 +
|}
  
'''(C1.13)'''
+
{|
:No. ea. = Number of bars of each length.
+
|valign="top"|<math>\, *</math>
 +
|'''Guidance for Detailing:''' The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Bridge Memorandum for the type of Superpave mixture required.
 +
|-
 +
|&nbsp;
 +
|See the Bridge Memorandum for the asphalt binder required.
 +
|}
  
'''(C1.14)'''
 
:Four angle or channel spacers are required for each column spiral.  Spacers are to be placed on inside of spirals.  Length and weight of column spirals do not include splices or spacers.
 
  
'''(C1.15)'''
+
'''Place next three notes under the Estimated Quantities table if B3.50 is not required, otherwise place under B3.50.'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.
 
  
 +
'''(B3.53) The first sentence is not required if B3.50 is not required.'''
 +
:<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)'''
 +
: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.
  
'''EPOXY COATED REINFORCING STEEL'''
+
'''(B3.56)'''
 +
:Payment for Optional Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
  
'''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.
+
'''(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.'''
  
(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.
+
:{|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.
  
'''(C1.15)'''
+
== C. Reinforcing Steel Notes ==
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.
 
  
<div id="(1)b"></div>
 
(1) Bar mark of bars for which additional bars have been included.
 
  
=== C2. Prestressed Girders & Prestressed Panels ===
+
=== C1. Bill of Reinforcing Steel ===
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.
+
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
  
 +
'''(C1.1) Same marks used for unlike bars on different units.'''
 +
:Bars in the above units are to be billed and tagged separately.
  
'''(C2.1)'''
+
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
:All dimensions are out to out.
+
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
  
'''(C2.2)'''
 
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
 
  
'''(C2.3)'''
+
'''BENDING BY CRSI STANDARDS'''
:Actual lengths are measured along centerline of bar to the nearest inch.
 
  
 +
'''(C1.3)'''
 +
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.
+
'''(C1.4)'''
 +
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
  
 +
'''(C1.5)'''
 +
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use.  (Nearest inch)
  
'''(C2.4)'''
+
'''(C1.6)'''
:Minimum clearance to reinforcing shall be 1".
+
:Payweights are based on actual lengths.
  
'''(C2.5)'''
+
'''(C1.7)'''
:All reinforcement shall be Grade 60.
+
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
 +
 
 +
'''(C1.8)'''
 +
:E = Epoxy coated reinforcement.
 +
 
 +
'''(C1.9)'''
 +
:S = Stirrup.
  
'''(C2.6)'''
+
'''(C1.10)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.
+
:X = Bar is included in substructure quantities.
  
 +
'''(C1.11)'''
 +
:Actual lengths are measured along centerline bar to the nearest inch.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.
+
'''(C1.12)'''
 +
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.
  
 +
'''(C1.13)'''
 +
:No. ea. = Number of bars of each length.
  
'''(C2.7)'''
+
'''(C1.14)'''
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>. [[#C2-notes|(*)]]
+
: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>
  
'''(C2.8)'''
+
'''(C1.15)'''
:All S and U reinforcing bars shall be epoxy coated.
+
:Reinforcing steel (Grade 60) fy = 60,000 psi.
  
'''(C2.9)'''
 
:All reinforcement shall be Grade 60.
 
  
  
Place the following notes with the above appropriate notes for prestressed panels.
+
'''EPOXY COATED REINFORCING STEEL'''
  
'''(C2.10)'''
+
'''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]].
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
  
'''(C2.11)'''
+
=== C2. Prestressed Girders, Beams & Panels ===
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.
 
  
'''(C2.12)'''
+
'''C2a. Notes for Girders, Beams and Panels  '''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to insure proper handling, may be used in lieu of the #3-P2 bars shown.  Wire or bar diameter shall not be larger than 0.375 inches.  The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.
 
  
'''(C2.13)'''
+
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.  
: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)'''
+
'''(C2a.1) '''
: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 dimensions are out to out.  
  
'''(C2.15)'''
+
'''(C2a.2) '''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
+
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.  
  
<div id="C2-notes"></div>
+
'''(C2a.3) Add <u>bar</u> for NU-girders. Note is no longer used for P/C P/S panels. '''
(*) Add U2 bar for skewed structures only.
+
:Actual <u>bar</u> lengths are measured along centerline of bar to the nearest inch.
  
=== C3. Mechanical Bar Splices ===
+
'''C2b. Additional Notes for Prestressed Girders and Beams  '''
  
Place the following note near mechanical bar splice detail.
+
Place the C2b notes below the C2a notes.
  
'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
+
'''(C2b.1) Use for all girders and beams except double-tee girders.  Underline part only required for WWR reinforced NU-girders, box beams and voided slab beams. '''
:The contractor shall use a mechanical bar splice for <u> &nbsp; &nbsp; &nbsp; </u> &nbsp; bars at the specified location.  The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction joint.  No additional payment will be made for any additional bar lengths required for the mechanical bar splices.  Mechanical bar splices shall be in accordance with Sec 706 <u>except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel</u>.
+
:Minimum clearance to reinforcing shall be 1" <u>unless otherwise shown</u>.
  
'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''
+
'''(C2b.2) Use only for double-tee girders.  Add <u>and U2 bar</u> for skewed structures only. '''
 +
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>. 
  
== D. Temporary Bridge Notes ==
+
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T.  '''
 +
:All <u>bar</u> reinforcement shall be Grade 60. 
  
 +
'''(C2b.11) Use only for NU-girders and Double T.  '''
 +
:Welded Wire Reinforcement (WWR) shall be in accordance with AASHTO M 221.
  
=== D1. General ===
+
'''(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.  
  
Place the following notes on the front sheet.
+
'''(C2b.30) Use for all girders and beams except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exists.  '''
  
'''(D1.1)'''
+
:All B1 <u>and C1</u> bars shall be epoxy coated.   
: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 preservativesAll 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)'''
+
'''(C2b.31) Use only for WWR reinforced NU-girders'''
:Bolts:
+
:WWR shall not be epoxy coated.
:&nbsp; &nbsp; &nbsp; All bolts shall be high strength ASTM A325 except as noted.
 
  
'''(D1.3)'''
+
'''(C2b.32) Use only for double-tee girders.  '''
:Misc:
+
:All S and U reinforcing bars shall be epoxy coated.  
:&nbsp; &nbsp; &nbsp; The superstructure <u>only</u> <u>& cap beam units</u> will be provided by the State and shall be transported from <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;Maintenance LotThe superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No. <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;is open to traffic.
+
   
 +
'''C2c. Additional Notes for Prestressed Panels '''
  
'''(D1.4)'''
+
Place the C2c notes below the C2a notes.   
:&nbsp; &nbsp; &nbsp; 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.
 
  
'''(D1.11) Place with shim plate details on the bent sheet.'''
+
'''(C2c.1) '''
: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.
+
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.  
  
'''(D1.21) Place near half section of bridge flooring.'''
+
'''(C2c.2) '''
: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.
+
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.  
  
'''(D1.22)'''
+
'''(C2c.3) '''
:Note:  Field connections shall be 7/8"&oslash; high strength bolts with holes 1 1/16"&oslash; except as noted.
+
: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.
  
'''(D1.23) Place near details of u-bolts lifting device.'''
+
'''(C2c.4) '''
: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 trafficPosition of the U-bolts may be shifted slightly to miss the bars in the flooring.
+
: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.  
  
== E. General Elevation and Plan Notes ==
+
'''(C2c.5) '''
 +
:The #3-U1 bars shall be tied securely to #3-P2 bars, to WWR or to strands (when placed between P1 bars) at about 3-foot centers. 
  
 +
'''(C2c.6) '''
 +
:Minimum reinforcement steel length shall be 2'-0".
  
=== E1. Excavation and Fill ===
+
== D. Temporary Bridge (Notes for Bridge Standard Drawings)==
  
Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)
 
  
'''(E1.1)'''
+
=== D1. General ===
: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.
 
  
 +
Place the following notes on the front sheet.
  
Removal of Roadway Fill at Side (When specified on the Design Layout.)
+
'''(D1.1) Place in General Notes on the front sheet under the heading “Timber:”. '''
 +
:All timber shall be standard rough sawn.  At the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.
  
'''(E1.2)'''
+
'''(D1.2) Place in General Notes on the front sheet under the heading “Bolts:”. '''
: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.
+
:All bolts shall be high strength ASTM A325 except as noted.
  
 +
'''(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.
  
Fill at Pile Cap End Bents (All pile cap end bents)
+
'''(D1.4) Place in General Notes on the front sheet under the heading “Structural Steel:”. '''
 +
:All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing.  Structural tubing coating shall be in accordance with Sec 718.
  
'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
+
'''(D1.5) Place in General Notes on the front sheet under the heading “Substructure:”. '''
: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.
+
: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.).  
  
=== E2. Spread Footing Data Table ===
+
'''(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.
  
The following table is to be placed on plans and filled out as indicated for spread footings.
+
'''(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.  
  
'''Table of spread footings'''
+
'''(D1.22) Place on the superstructure sheet.'''  
 +
:Note: Field connections shall be 7/8-inch diameter high strength bolts with 1 1/16-inch diameter holes except as noted.
  
'''(E2.1)'''
+
'''(D1.23) Place near details of U-bolts lifting device on the superstructure sheet.'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
: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.
|-
+
 
!colspan="7" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|<u>LRFD</u> Footing Data
+
== E. General Elevation and Plan Notes ==
|-
+
 
!valign="top" colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
+
 
!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<br/>walls<br/>only)</u>
+
=== E1. Excavation and Fill ===
!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<br/>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
+
'''(E1.1) Use when specified on the Design Layout.'''
!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
+
: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.
!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" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
 
|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>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"|Shale
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
 
|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 gray; border-bottom:3px solid black; border-left:3px solid black;"|Design Bearing
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|kip/sq. foot
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>3.5</u>
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.1
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| 10.3
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; 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;
 
|}
 
  
 +
'''(E1.4) Use for fill at pile cap end bents. Use <u>approach</u> for semi-deep abutments.'''
 +
: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.
  
'''Shallow Footings (When specified on the Design Layout.)'''
+
=== E2. Foundation Data Table ===
  
'''(E2.2)'''
 
:In no case shall footings of Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;and <u> &nbsp; </u> &nbsp;be placed higher than <u>elevations shown</u> <u>elevations</u> <u> &nbsp;  &nbsp;  &nbsp; </u>.
 
  
=== E3. Steel Pile Data Table (LFD) ===
+
The following table is to be placed on the design plans and filled out as indicated.
  
The following tables are to be placed on the design plans and filled out as indicated.
+
'''(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.) '''
  
'''(E3.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''
+
<center>
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
|rowspan="5"|&nbsp;
+
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
!colspan="7" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Footing Data
 
 
|-
 
|-
!valign="top" colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
+
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>1<br/>(Detached<br/>wing<br/>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<br/>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" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Type and Size
+
!style="background:#BEBEBE"|1 <u>(Detached<br/>Wing Walls<br/>Only)</u> !!style="background:#BEBEBE"|1 <u>(Except<br/>Detached<br/>Wing Walls)</u> !!style="background:#BEBEBE"|2 !!style="background:#BEBEBE"| 3 !!style="background:#BEBEBE"|4
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>HP10 x 42</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP10 x 42
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP12 x 53
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP12 x 53
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|HP10 x 42
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|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 gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>4</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|5
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|5
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
+
|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 gray; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid gray; 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 gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|35
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|50
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|70
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|80
 
 
|-
 
|-
|[[Image:751.50 circled 1.gif]]
+
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>35</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|25
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|60
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|60
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|35
 
 
|-
 
|-
|&nbsp;
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Hammer Energy Required
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|foot-pound
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>7,900</u>
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|7,900
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|14,000
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|14,000
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|10,100
 
 
|-
 
|-
|&nbsp;
+
|colspan="2" align="left" width="300"|Min. Galvanized Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||303||295<sup>'''4'''</sup>||273||Full Length||300
|colspan="7" align="left"|Minimum energy requirement of hammer is based on plan length and design bearing value of piles.
 
 
|-
 
|-
|&nbsp;
+
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|colspan="7" align="left"|All piles shall be driven to practical refusal.
 
|}
 
 
 
{|
 
|valign="top"|[[Image:751.50 circled 1.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for point bearing piles given in the table should be the larger of the following two values:
 
 
|-
 
|-
|&nbsp;||
+
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
#Design bearing value for AASHTO group loads I thru VI.
 
#Design bearing for seismic loads / 2.0
 
|}
 
 
 
'''(E3.2) (Use when prebore is required and the natural ground line is not erratic.)'''
 
:Prebore for piles at Bent<u>s</u> <u> &nbsp; </u> &nbsp;<u>and &nbsp; </u> &nbsp;to elevation<u>s</u> <u> &nbsp;  &nbsp;  &nbsp; </u> &nbsp;<u>and</u> <u> &nbsp;  &nbsp;  &nbsp;  </u>, <u>respectively</u>.
 
 
 
'''(E3.3) (Use when prebore is required and the natural ground line is erratic.)'''
 
:Prebore to natural ground line.
 
 
 
'''(E3.4) (Use the following note when pile point reinforcement is required)'''
 
:Manufactured pile point reinforcement shall be used on <u>all</u> piles in <u>this structure</u> <u>at Bents &nbsp; and &nbsp; </u>.
 
 
 
 
 
The following tables are to be placed on the design plans and filled out as indicated.
 
 
 
'''(E3.5) (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="5"|&nbsp;
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
!colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Footing Data
 
 
|-
 
|-
!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.
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
!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<br/>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<br/>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
 
 
|-
 
|-
!rowspan="5" width="50pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bearing<br/>Pile
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black;"|Pile Type and Size
 
|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>HP10 x 42</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|HP10 x 42
 
|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 gray; border-bottom:1px solid gray; border-left:1px solid black;"|Number
+
|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 gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|4
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black;"|Approximate Length
+
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>35</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
 
|-
 
|-
|[[Image:751.50 circled 1.gif]]
+
|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="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black;"|Design Bearing
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>28</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|35
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
+
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black;"|Hammer Energy Required
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid black; border-right:1px solid black"|foot-pound
 
|style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>7,900</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|7,900
 
|style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"| &nbsp;
 
 
|-
 
|-
|rowspan="2"| &nbsp;
+
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
!rowspan="2" width="50pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|Spread<br/>Footings
 
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black;"|Foundation Material
 
|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"|Rock
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Rock
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black;"|Design Bearing
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|kip/sq. foot
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; 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:1px solid black" width="75pt"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|9.2
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|9.4
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|8.2
 
 
|-
 
|-
|&nbsp;
+
| 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|| -
|colspan="8" align="left"|Minimum energy requirement of hammer is based on plan length and design bearing value of piles.
+
|-
 +
|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
 
|-
 
|-
|&nbsp;
+
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
|colspan="8" align="left"|All piles shall be driven to practical refusal.
 
 
|}
 
|}
  
{|
+
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
|valign="top"|[[Image:751.50 circled 1.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for point bearing piles given in the table should be the larger of the following two values:
 
 
|-
 
|-
|&nbsp;||
+
| 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/>
#Design bearing value for AASHTO group loads I thru VI.
+
DT = Dynamic Testing<br/>
#Design bearing for seismic loads / 2.0
+
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
 
|}
 
|}
  
'''(E3.6) (Use when prebore is required and the natural ground line is not erratic.)'''
 
:Prebore for piles at Bent<u>s</u> &nbsp;<u> &nbsp; </u> &nbsp;<u>and &nbsp; </u> &nbsp;to elevation<u>s</u> <u> &nbsp;  &nbsp;  &nbsp; </u> &nbsp;<u>and</u> <u> &nbsp;  &nbsp; </u>, <u>respectively</u>.
 
  
'''(E3.7) (Use when prebore is required and the natural ground line is erratic.)'''
+
</center>
:Prebore to natural ground line.
 
  
'''(E3.8) (Use the following note when pile point reinforcement is required)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"
:Manufactured pile point reinforcement shall be used on <u>all</u> piles in <u>this structure</u> <u>at Bents &nbsp; &nbsp; and  &nbsp; &nbsp; </u>.
+
|-
 
+
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
=== E4. Friction Pile Data Table (LFD) ===
+
|-
 
+
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula
The following table is to be placed on the design plans and filled out as indicated. When steel piles are used as friction piles, use the table but leave out "'''Type'''" and "'''Pile Standard'''".  Friction piles are not to be driven to refusal.
+
|-
 
+
|DT = Dynamic Testing
'''(E4.1) (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"
+
|WEAP = Wave Equation Analysis of Piles
 +
|-
 +
|SLT = Static Load Test
 
|-
 
|-
|rowspan="4"|&nbsp;
+
|colspan="7" style="background:#BEBEBE"|
!colspan="7" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Footing Data
 
 
|-
 
|-
!valign="top" colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent or Pier No.
+
|rowspan="7"|Criteria for Minimum Tip Penetration ||Scour
!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<br/>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<br/>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" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile
+
|Tension or uplift resistance
|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"|Foundation
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Trestle
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Trestle
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Foundation
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
+
|Lateral stability
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>CIP</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|CIP
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|CIP
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|CIP
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|CIP
 
 
|-
 
|-
|[[Image:751.50 circled 1.gif]]
+
|Penetration anticipated soft geotechnical layers
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Number
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|4
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|8
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
 
 
|-
 
|-
|&nbsp;
+
|Minimize post construction settlement
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>35</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|55
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|40
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|55
 
 
|-
 
|-
|[[Image:751.50 circled 2.gif]]
+
|Minimum embedment into natural ground
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Design Bearing
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>20</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|25
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|32
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|32
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|25
 
 
|-
 
|-
|rowspan="3"|&nbsp;
+
|Other Reason
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Min. Tip Penetration
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|elev.
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>500.00</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|500.00
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|490.00
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|490.00
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|500.00
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
+
|colspan="7" style="background:#BEBEBE"|
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>702.02</u>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|702.02
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|702.02
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|702.02
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|702.02
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Hammer Energy Required
+
|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.)'''
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|foot-pound
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8,000</u>
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8,000
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8,000
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8,000
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|8,000
 
 
|-
 
|-
|&nbsp;
+
|colspan="3"|'''For LFD Design'''
|colspan="7" align="left"|Minimum energy requirement of hammer is based on plan length of piles.
 
 
|-
 
|-
|&nbsp;
+
|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="7" align="left"|All piles shall be driven to the minimum penetrations and to not less than the design bearings noted.
 
|}
 
 
 
{|
 
|valign="top"|[[Image:751.50 circled 1.gif]]||This number should not include test piles. If test piles are specified, place an <math>\, *</math> beside the number of piles at the bents indicated.
 
 
|-
 
|-
|valign="top"|[[Image:751.50 circled 2.gif]]||For bridges in Seismic Performance Categories B, C and D, the design bearing values for friction piles given in the table should be the larger of the following two values:
+
|colspan="3"|'''For LRFD Design'''
 
|-
 
|-
|&nbsp;||
+
|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).
#Design bearing value for AASHTO group loads I thru VI.
 
#Design bearing for seismic loads / 2.0
 
 
|}
 
|}
  
'''(E4.2) (Use when prebore is required and the natural ground line is not erratic.)'''
+
'''Shallow Footings '''
:Prebore for piles at Bent<u>s</u> <u> &nbsp; </u> &nbsp; <u>and &nbsp; </u> &nbsp; to elevation<u>s</u> <u> &nbsp; &nbsp; &nbsp; </u> &nbsp; <u>and &nbsp; &nbsp; &nbsp; </u>, <u>respectively</u>.
 
  
'''(E4.3) (Use when prebore is required and the natural ground line is erratic.)'''
+
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''
:Prebore to natural ground line.
 
  
'''(E4.4) (Use when test piles are required.)'''
+
: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.
:<math>\, *</math> <u> &nbsp; </u> concrete test pile<u>s</u> shall be driven in permanent position, one for each bent<u>s</u>, at Bent<u>s</u> No. <u> &nbsp; </u>, <u>&nbsp;</u> and <u> &nbsp; </u>.
 
  
'''(E4.5) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
+
'''Driven Piles'''
:Fluted type cast-in-place pile shall not be permitted.
 
  
'''(E4.6)'''
+
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Manufactured pile point reinforcement shall be used on <u>all</u> piles in <u>this structure</u> <u>at Bents &nbsp; and &nbsp; </u>.
+
: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.
  
=== E5. Miscellaneous ===
+
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
 +
:Prebore to natural ground line.
 +
<div id="(E2.22) (Use the following note"></div>
  
'''(E5.1) Horizontal curves (Bridges not of box culvert type)'''
+
'''(E2.22) (Use when estimated maximum scour depth (elevation) for CIP piles is required.)   '''
:<u>All bents are parallel.</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.) 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 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) '''
 +
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
  
'''Boring Data'''
+
'''(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.) '''
  
'''(E5.2) (Place on Front Sheet when borings are provided)'''
+
: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.
:[[Image:751.50 boring location mark.gif]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure.  Boring data for the numbered locations is shown on Sheet(s) No. <u> &nbsp; </u>.  The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, is available from the Project Contact upon written request as outlined in the Project Special Provisions.  No greater significance or weight should be given to the boring data depicted on the plan sheets than is subsurface data available from the district or elsewhere.<br/>&nbsp;<br/>The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project. A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.
+
<div id="(E2.27)"></div>
 +
'''(E2.27) Use for galvanized piles.'''
  
'''(E5.3) (Place on all Retaining Wall 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.
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project are available from the Project Contact upon written request as outlined in the Project Special Provisions.
 
  
'''(E5.4) (Place on the Boring Data Sheet)'''
+
<div id="Drilled Shafts"></div> 
:For location of borings see Sheet No. <u> &nbsp; </u>.
+
'''Drilled Shafts'''
  
 +
'''(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.
  
'''Final clearance - Bridges over railroads'''
+
'''(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 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.
  
'''(E5.5) Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
+
'''(E2.31) Note not required with drilled shafts for high mast tower lighting. '''
:(<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.).
+
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
  
 +
'''(E2.32) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
 +
:Drilling slurry, if used, shall require desanding.
 +
 +
'''(E2.33) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21 in. greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
 +
:The following non-factored base reactions were used to design the drilled shafts for the <u> &nbsp;  &nbsp;  &nbsp; </u> ft. high mast lighting towers: overturning moment = * kip-foot, base shear = * kip and axial force = * kip.
 +
 +
:&nbsp;*'''Values used in the design of the drilled shaft.'''
 +
 +
'''(E2.34) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
 +
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.
 +
 +
=== E3. Miscellaneous ===
 +
 +
'''(E3.1) Horizontal curves (Bridges not of box culvert type)'''
 +
:<u>All bents are parallel.</u>
 +
 +
<div id="Boring Data"></div>
 +
'''Boring Data'''
 +
 +
'''(E3.2) <font color="purple">[MS Cell]</font color="purple"> (Place on Front Sheet of the plans when boring data is  provided for bridges, retaining walls, MSE walls and any other structure.)'''
 +
:[[Image:751.50 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)'''
 +
: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. '''
 +
 +
:  <math>\, *</math> Final vertical clearance from top of rails to bottom of superstructure shall be <u> &nbsp; (1) &nbsp;</u> minimum. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.
 +
::(1) Required clearance specified on the Bridge Memorandum.
  
 
'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''
 
'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''
  
'''(E5.6)'''
+
'''(E3.6)'''
 
:Seal course is designed for a water elevation of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>.
 
:Seal course is designed for a water elevation of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>.
  
'''(E5.7)'''
+
'''(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).
  
=== E6. Drilled Shafts ===
+
'''(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.
  
'''(E6.1) The following table is to be placed on the design plans and filled out.'''
+
== F. Blank ==
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
!colspan="6" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|<u>LRFD</u> Rock Socket Data
 
|-
 
!valign="top" colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
 
!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:1px solid black" width="75pt"|4
 
!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"|5
 
|-
 
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
 
|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"|Rock
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|Rock
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|Rock
 
|-
 
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Number
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="150pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Design Side Friction
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|ksf
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; 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:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; 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;
 
|}
 
  
'''(E6.2) Note may not be required with drilled shafts for high mast tower lighting.'''
 
:An additional 4 feet has been added to V-bar lengths for possible change in drilled shaft or rock socket depth.  This excess length shall be cut-off or included in the reinforcement lap if not required.
 
  
'''(E6.3) Note not required with drilled shafts for high mast tower lighting.'''
+
== G. Substructure Notes ==
:Concrete coring shall be performed on <u> &nbsp;  &nbsp;  &nbsp;  &nbsp; </u> &nbsp;of the drilled shafts in accordance with Sec 701. Sonic logging testing shall be performed on all drilled shafts and rock sockets.
 
  
'''Note to designer:'''<br/> Coring shall be approximately 10% of the total number of drilled shafts (ie 1 in 10 shafts or 2 in 20 shafts) or only core one shaft for smaller structures unless additional cores would be prudent for a specific project.
 
  
'''(E6.4) Note to be used only with Drilled Shafts for High Mast Tower Lighting.'''
+
=== G1. Concrete Bents ===
:Drilling slurry, if used, shall require desanding.
 
  
'''(E6.5) Note to be used only with Drilled Shafts for High Mast Tower Lighting. Drilled shaft diameter is required to be at least 21" greater than the largest anticipated anchor bolt circle diameter per the DSP - High Mast Tower Lighting.'''
+
'''Expansion Device at End Bents (G1.1 and G1.1.1)'''
:The following non-factored base reactions were used to design the drilled shaft<u>s</u> for the <u> &nbsp; &nbsp; </u> ft high mast lighting tower<u>s</u>: overturning moment = <math>\, *</math> kip-foot, base shear = <math>\, *</math> kip and axial force = <math>\, *</math> kip.
 
  
:'''<math>\, *</math> Values used in the design of the drilled shaft.'''
+
'''(G1.1)'''
 +
:Top of backwall for end Bent<u>s</u> No. <u> &nbsp;    &nbsp; </u>&nbsp; shall be formed to the crown and grade of the roadway.  Backwall above upper construction joint<u>s</u> shall not be poured until the superstructure slab has been poured in the adjacent span.
  
'''(E6.6) Use the following note only when the top of drilled shafts are < = 3'-0" below the ground surface at centerline column / drilled shaft. Otherwise excavation quantity to the top of drilled shafts needs to be figured. Excavation diameter limit will be the 3'-0" larger than the column diameter above the drilled shaft.'''
+
'''(G1.1.1)'''
:The cost of any required excavation to the top of the drilled shafts will be considered completely covered by the contract unit price for other items.
+
:All concrete above the upper construction joint in backwall shall be Class B-2.
  
=== E7. LRFD Driven Pile Table ===
 
  
The following table is to be placed on the design plans and filled out as indicated.
+
'''Abutments with Flared Wings'''
  
'''(E7.1)'''
+
'''(G1.2)'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
:Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.
|-
 
!colspan="4" valign="top" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Pile Data
 
|-
 
!align="left" valign="top" style="border-top:2px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
 
!valign="top" style="border-top:2px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
!valign="top" style="border-top:2px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
!valign="top" style="border-top:2px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Type
 
|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="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Kind
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Number
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Approximate Length
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Pile Driving Verification Method
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Nominal Axial Pile Compressive Resistance
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Minimum Tip Penetration
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|(*)
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|(*)
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|(*)
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Criteria For Minimum Tip Penetration
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Pile Standard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; 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: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;
 
|-
 
|align="left" width="300pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|Hammer Energy Required
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; 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: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;
 
|-
 
|Colspan="4" align="left" width="525pt"|(*) If no minimum tip elevation is shown then piles are estimated to bear on rock or refusal material from soils information included in these plans.
 
|}
 
  
'''Note:'''<br/>Consult with Structural Project Manager or Liaison for information to include for Hammer Energy Required.
 
  
'''(E7.2) (Use when prebore is required and the natural ground line is not erratic.)'''
+
'''Stub Bents (G1.3 and G1.4) '''
:Prebore for piles at Bent<u>s</u> <u> &nbsp; </u> &nbsp;<u>and &nbsp; </u> &nbsp;to elevation<u>s</u> <u> &nbsp;  &nbsp;  &nbsp; </u> &nbsp;<u>and</u> <u> &nbsp;  &nbsp;  &nbsp;  </u>, <u>respectively</u>.
 
  
'''(E7.3) (Use when prebore is required and the natural ground line is erratic.)'''
+
'''(G1.3)'''
:Prebore to natural ground line.
+
:<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.
  
'''(E7.4) (Use the following note when pile point reinforcement is required)'''
 
:Manufactured pile point reinforcement shall be used on <u>all</u> piles in <u>this structure</u> <u>at Bents &nbsp; and &nbsp; </u>.
 
  
== F. Blank ==
+
'''(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>
  
  
== G. Substructure Notes ==
+
'''End Bents with Turned-Back Wings (G1.5 and G1.6)'''
  
 +
'''(G1.5) Use for Non-Integral End Bents only.'''
 +
:Field bending shall be required when necessary at the wings for #<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. Concrete Bents ===
+
'''(G1.6) Add to sheet showing the typical section thru wing detail.'''
 +
:For reinforcement of the barrier, see Sheet No. <u> &nbsp; &nbsp; </u> (1).
  
'''Expansion Device at End Bents'''
+
::(1) Use sheet number of the details of the barrier at end bents.
  
'''(G1.1)'''
 
:Top of backwall for end Bent<u>s</u> No. <u> &nbsp;    &nbsp; </u>&nbsp; shall be formed to the crown and grade of the roadway.  Backwall above upper construction joint<u>s</u> shall not be poured until the superstructure slab has been poured in the adjacent span.
 
  
'''(G1.1.1)'''
+
'''Integral End Bents (G1.7 thru G1.10)'''
:All concrete above the upper construction joint in backwall shall be Class B-2.
 
  
 +
'''(G1.7) Place with part plan of end bent, second F bar required for skewed bents. '''
 +
: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>
  
'''Abutments with Flared Wings'''
+
'''(G1.7.1) Use for skewed bents. Place with plan of beam showing reinforcement and part plan of end bent, V bars not required with part plan of end bent. '''
 +
:The U bars <u>and pairs of V bars</u> shall be placed parallel to centerline of roadway.
  
'''(G1.2)'''
+
'''(G1.8) Place with part plan of end bent.'''
:Longitudinal dimensions shown for bar spacing in the developed elevations are measured along front face of abutments.
+
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
  
 +
'''P/S Structures (G1.9 and G1.9.1). place with part plan of end bent.'''
  
'''Stub Bents'''
+
'''(G1.9) '''
 +
:Strands at end of the <u>girders</u> <u>beams</u> shall be field bent or, if necessary, cut in field to maintain 1 1/2-inch minimum clearance to fill face of end bent.
  
'''(G1.3)'''
+
'''(G1.9.1) Use appropriate girder sheet number. Use underlined part for Bulb-Tee girders and NU-girders.'''
:<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.
+
: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.'''
 +
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
  
'''Stub Bents Embedded in Rock or on Footings'''
 
  
'''(G1.4)'''
+
'''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.'''
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
+
 +
'''(G1.11)'''
 +
:Earth within abutment shall not be above the ground line shown . Forms supporting the abutment slab may be left in place.  
  
  
'''End Bents with Turned-Back Wings'''
+
'''(G1.12)'''
 +
:The maximum variation of the head of the pile and the battered face of the pile from the position shown shall be no  more than 2 inches.
  
'''(G1.5) (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.
 
  
'''(G1.6)'''
+
'''(G1.13)'''
:For reinforcement of the safety barrier curb, see Sheet No. <u> &nbsp; &nbsp; </u>.
+
: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>
  
'''Integral End Bents'''
+
'''All Substructure Sheets with Anchor Bolts'''
  
'''(G1.7)'''
+
'''(G1.15A)'''
:Bend F<u> &nbsp; </u>&nbsp;bars in field to clear girders.
+
:Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".
  
'''(G1.7.1)'''
+
'''(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc. '''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".
 
  
'''(G1.8)'''
+
:Holes for anchor bolts may be drilled into the substructure.  
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
 
  
'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
 
: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)'''
+
'''Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
: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.
+
<div id="(G1.16)"></div>
 
+
'''(G1.16)'''
 
+
:Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for <u>(a)</u>.
'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''
+
<center>
 
+
{| style="margin: 1em auto 1em auto"
'''(G1.10)'''
+
|-
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
+
|
 
+
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 
+
|+
'''Ground Line Within Semi-Deep Abutments'''
+
! style="background:#BEBEBE" |Condition!! style="background:#BEBEBE" |(a)
 +
|-
 +
|align="left" width="230"|Structures without steel beam or girder pay item  ||align="left" width="230"|Fabricated Structural Carbon Steel (Misc.)
 +
|-
 +
|align="left"|Structures with steel beam or girder pay item|| align="left"|Use beam or girder pay item
 +
|}
 +
||
 +
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 +
|-
 +
|width="250" align="left"|When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box
 +
|}
 +
|}
  
'''(G1.11)'''
+
</center>
:In no case shall the earth within Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> be above the ground line below.  Forms supporting the abutment slab may be left in place.
+
'''(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material. '''
 +
:Steel for chairs shall be ASTM A709 Grade 36.
  
 +
'''(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs using the same pay item for (a) as used in Note G1.16. '''
  
'''Pile Variation for Semi-Deep Abutments'''
+
:The weight of <u> &nbsp;</u>  pounds of chairs is included in the weight of (a).
  
'''(G1.12)'''
+
'''(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details. '''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u>.
 
  
 +
Reinforcing steel shall be shifted to clear chairs. <u>For details of chairs, see Sheet No. &nbsp;  </u>.
  
'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''
+
'''Pile Cap Bents. '''
  
'''(G1.13)'''
+
'''(G1.20) Place with plan showing reinforcement.'''
: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.
+
:Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2 inches.
  
 +
'''Vertical Drains at End Bents.'''
  
'''All Substructure Sheets with Bearing Anchor Bolts'''
+
'''(G1.25) Place with part plan of end bent. '''
 +
:For details of vertical drain at end bent, see Sheet No.___.
  
'''(G1.15)'''
+
'''Bridge Approach Slab. '''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".
 
  
 +
'''(G1.30) Place with part plan of end bent.'''
 +
:For details of bridge approach slab, see Sheet No.___.
  
'''All Substructure Sheets with Girder Chairs'''
 
  
'''(G1.16)'''
+
'''Miscellaneous (G1.41 thru G1.43) '''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> Steel.
 
  
'''(G1.40)  Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
+
'''(G1.40)  Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more. Place with plan of beam.'''
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.
+
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
  
 
'''(G1.41)  Use the following note when vertical column steel is hooked into the bent beam.'''
 
'''(G1.41)  Use the following note when vertical column steel is hooked into the bent beam.'''
Line 1,591: Line 1,507:
  
 
'''(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 1,639: Line 1,559:
 
: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 1,689: Line 1,611:
  
 
'''(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 ===
+
'''(G5a9)'''
 +
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the pile core, is not preferred for Seismic Category B, C, or D.  
  
'''Plate Girders - (Shop welding)'''
+
'''(G5a10)'''
 +
:The hooks of V-Bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
+
'''(G5a11)'''  
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
+
:Closure plate need not be galvanized.  
  
 +
'''(G5a12) '''
 +
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
'''Welded Shop Splices'''
+
'''(G5a13) '''
 +
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''(H1.1.1) Place near Welded Shop Splice Details.'''
 
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
 
  
'''(H1.2)'''
+
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.
 
  
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
+
'''(G5b1)'''
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
+
: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.
  
'''Plate Girders with Camber'''
+
'''(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>.
  
'''(H1.4) Place near the elevation of girder.'''
+
'''(G5b5)'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
  
 +
'''(G5b6)'''
 +
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
  
'''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).'''
+
'''(G5b7)'''
 +
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the pile core, is not preferred for Seismic Category B, C, or D.
  
'''(H1.5)'''
+
'''(G5b8)'''
: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 hooks of V-Bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''(H1.6)'''
+
'''(G5b9)'''
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
+
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
'''(H1.6.1)'''
+
'''(G5b10)'''
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier curb</u>.
+
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''(H1.7)'''
+
===G6. As-Built Pile and Drilled Shaft Data===
:<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.
 
  
'''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.
+
'''(G6.1) Include A, B and C with all pile types. Include D and E along with bracketed guidance when piles are being dynamic tested.'''
  
 +
:Indicate in remarks column:
  
'''ASTM A709 Grade 50W Structural Steel (Uncoated)'''
+
:A. Pile type and grade
  
'''(H1.8) Place near detail of bolted field splice.'''
+
:B. Batter
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
 
  
 +
:C. Driven to practical refusal
  
'''Structures without Longitudinal Section'''
+
:D. PDA test pile
  
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
+
:E. Minimum tip elevation controlled
:Haunch slab to bear.
 
  
 +
:(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.)
  
'''Top of End Bent Backwall (Without expansion device)'''
+
'''(G6.2) Use this note when only drilled shafts are shown on the sheet. '''
  
'''(H1.10)'''
+
:Indicate remarks in the remarks column.
:Two layers of 30# roofing felt.
 
  
 +
'''(G6.3) '''
  
'''Section thru Spans'''
+
:This sheet to be completed by MoDOT construction personnel.
  
'''(H1.11) Place on the slab sheet when applicable.'''
+
===G7. Steel HP Pile===
: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>.
 
  
 +
'''(G7.1) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Splice Detail - Galvanized.'''
 +
:Galvanizing material shall be omitted or removed one inch clear of weld locations in accordance with [https://www.modot.org/media/20575 Sec 702].
  
'''Web Stiffeners'''
+
'''(G7.2) Use with Pile Seismic Anchor Detail – Galvanized.'''
 +
:Galvanizing ∠4x4, ¾” diameter high strength 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.'''
  
'''(H1.12)'''
+
: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].
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
 
  
'''(H1.13)'''
+
== H. Superstructure Notes ==
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
 
  
'''(H1.14)'''
 
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
 
  
'''(H1.15)'''
+
=== H1. Steel ===
: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.
 
  
 +
'''Plate Girders - (Shop welding)'''
  
'''Wide Flange Beams - (Shop Welding)'''
+
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
 +
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
  
'''(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.
 
  
 +
'''Welded Shop Splices'''
  
'''Shear Connectors'''
+
'''(H1.1.1) Place near Welded Shop Splice Details.'''
 +
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
  
'''(H1.17) Include shear connectors in material which connectors are attached.'''
+
'''(H1.2) Use for the welded connection of intermediate web stiffener to compression flange and intermediate diaphragm connection plate to compression flange.'''
: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.
+
:(2) Weld to compression flange as located on Elevation of Girder.  
  
'''(H1.18)'''
+
<div id="(H1.3) Add to note (H1.2)"></div>
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.
 
  
 +
'''(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.'''
  
'''Notch Toughness for Wide Flange Beams
+
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
 
:(Place the following note near the "Plan of Structural Steel".)'''
 
  
'''(H1.19)'''
 
:<math>\, *</math> Notch toughness is required for all wide flange beams.
 
  
 +
'''Plate Girders with Camber'''
  
'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''
+
'''(H1.4) Place near the elevation of girder.'''
 +
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''(H1.20)'''
 
:<math>\, *</math> Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
 
  
 +
'''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).'''
  
'''Notch Toughness for Plate Girders
+
'''(H1.5)'''
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
+
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, <u>barrier,</u> <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''
 
  
'''(H1.21)'''
+
'''(H1.6)'''
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
+
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
:All web plates shall be subject to notch toughness requirements.
 
  
'''(H1.21.1)'''
+
'''(H1.6.1)'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
+
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier</u>.
  
  
'''(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.)'''
+
'''(H1.7)'''
 +
:'''*''' Dimension (bottom of slab to top of web)  may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel.  No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.
  
'''(H1.22)'''
+
'''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.
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to notch toughness requirements.
 
  
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
+
'''Bolted Field Splices for Plate Girders and Wide Flange Beams (All Structural Steel including Weathering Steel)'''
  
'''(H1.23)'''
+
'''Place the following notes near detail of bolted field splice:'''
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
 
  
 +
'''(H1.8)'''
 +
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
  
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.8.1)'''
 +
:Use 7/8ӯ high strength bolts with 15/16ӯ holes.
  
'''Plan of Structural Steel and Elevation of Stringers or Girders'''
 
  
'''(H1.24)'''
+
'''Structures without Longitudinal Section'''
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
 
  
 +
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
 +
:Haunch slab to bear.
  
'''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)'''
+
'''Top of End Bent Backwall (Without expansion device)'''
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
 
  
 +
'''(H1.10)'''
 +
:Two layers of 30-lb roofing felt.
  
'''Slab drain attachment holes'''
 
 
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
 
  
'''(H1.27)'''
+
'''Section thru Spans'''
:For location of slab drain attachment holes, see slab drain details sheet.
 
  
 +
'''(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>.
  
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 
  
'''Plan of Structural Steel'''
+
'''Web Stiffeners'''
 
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 
  
'''(H1.28)'''
+
'''(H1.12)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
 +
'''(H1.13)'''
 +
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''(H1.14)'''
 +
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
  
'''(H1.29)'''
+
'''(H1.15)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Wide Flange Beams - (Shop Welding)'''
 
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
+
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
+
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices.  All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Shear Connectors'''
 
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
+
'''(H1.17) Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
+
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
  
 +
'''(H1.18)'''
 +
:Shear connectors shall be in accordance with [https://www.modot.org/media/20575 Sec 712, 1037 and 1080].
  
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 
  
'''Plan of Structural Steel'''
+
'''Notch Toughness for Wide Flange Beams  (Do not use the following notes if member is labeled as fracture critical.)
 +
:(Place an ∗ with all the beam sizes indicated on the "Plan of Structural Steel".)
 +
:(Place the following note near the "Plan of Structural Steel".)'''
  
'''(H1.36)'''
+
'''(H1.19)'''
: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 is required for all wide flange beams.
  
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''(Place an ∗ with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''  
  
'''(H1.37)'''
+
'''(H1.20)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
  
'''Structures on Vertical Curve'''
+
'''Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)
 +
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 +
:'''(See [[751.5 Structural Detailing Guidelines#751.5.9.3.2 Notch Toughness|Plate Girder Example]] for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)'''
  
'''(H1.39)'''
+
'''(H1.21)'''
:Elevations shown are at top of web before dead load deflection.
+
:∗ ∗ ∗  Indicates flange plates subject to notch toughness requirements.
 +
:All web plates shall be subject to notch toughness requirements.
  
 +
'''(H1.21.1)'''
 +
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
 
  
'''(H1.40)'''
+
'''(Place ∗ ∗ ∗ near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.) '''
:The 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.
 
  
 +
'''(H1.22)'''
 +
:∗ ∗ ∗  Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
  
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
+
<div id="(H1.23)"></div>
 +
'''(H1.23) Structural Steel for Wide Flange Beams and Plate Girder Structures'''
  
'''(H1.40.1)'''
+
'''(H1.23a)'''
: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.
+
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
  
 +
'''(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM).'''
 +
Label FCM members in the details, and place the following note nearby.  Notes H1.19 through H1.22 are not required when the member is labeled as fracture critical.
  
'''Bolted Field Splices for Plate Girders & Wide Flange Stringers'''
+
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-specifications-highway-construction#page=9 Sec 1080].
  
'''(H1.41)'''
+
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
:Use 7/8"&oslash; high strength bolts with 15/16"&oslash; holes.
 
  
 +
'''Plan of Structural Steel and Elevation of Beams or Girders'''
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
+
'''(H1.24)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
  
'''(H1.42)'''
 
: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.
 
  
=== H2. Concrete ===
+
'''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.
  
==== H2a. Continuous Slab ====
 
  
'''Tubes for Voids'''
+
'''Slab drain attachment holes'''
 +
 +
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
  
'''(H2.1)'''
+
'''(H1.27)'''
: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]].
+
:For location of slab drain attachment holes, see slab drain details sheet.
 +
 
 +
 
 +
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 +
 
 +
'''Plan of Structural Steel'''
 +
 +
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 +
 
 +
'''(H1.28)'''
 +
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
  
 +
'''(H1.29)'''
 +
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
 
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
|+(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
+
'''Plan of Structural Steel'''
!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]]
+
'''(H1.31)'''
!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 arc dimensions from centeline brg. to centerline brg.
|-
+
 
|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"
+
'''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 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"
+
'''Elevation of Beams or Girders'''
|-
+
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
+
'''(H1.32)'''
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
+
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
+
 
|-
+
'''Horizontally Curved Structures on 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"|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"
+
'''Plan of Structural Steel'''
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
+
'''(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>.
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
+
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
+
 
|-
+
'''(H1.37)'''
|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 brg. to centerline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|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"
+
'''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"|12"
+
'''(H1.39)'''
|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"
+
: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"|4'-0"
+
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|}
 
  
==== H2b. Precast Prestressed Panels ====
+
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
  
'''(H2.5)'''
+
'''(H1.40)'''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.
+
: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.
  
'''(H2.6)'''
 
: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.
 
  
'''(H2.7)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.
 
  
'''(H2.8)'''
+
'''(H1.40.1)'''
:Initial prestressing force = 17.2 kips/strand.
+
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.
  
'''(H2.9)'''
 
:The method and sequence of releasing the strands shall be shown on the shop drawings.
 
  
'''(H2.10)'''
 
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
 
  
'''(H2.11)'''
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
+
:Bolts for intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.
  
'''(H2.12)'''
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
+
: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.
  
'''(H2.13)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
:All reinforcement other than prestressing strands shall be epoxy coated.
+
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
'''(H2.14''')
+
<div id="Deflection and Haunching:"></div>
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.
+
'''Deflection and Haunching: (Use for wide flange deck replacements.) '''
  
'''(H2.15)'''
+
'''(H1.50)'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
+
:The contractor shall determine dead load deflections and haunching based on field measurements and/or existing bridge plans and these may be adjusted based on the difference between the new and existing dead load weights.
  
'''(H2.16)'''
+
'''(H1.51)'''
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
+
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2.17)'''
+
=== H2. Concrete ===
:S-bars are not listed in the bill of reinforcing.
 
  
'''(H2.18)'''
 
:All panel support pads shall be glued to the girder.  When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom.  The glue used shall be the type recommended by the panel support pads manufacturer.
 
  
'''(H2.19)'''
+
==== H2a. Continuous Slab ====
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
 
  
'''(H2.20)'''
+
'''(H2a.1) Use for voided slabs'''
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
: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]].
  
'''(H2.21)'''
 
: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.
 
  
'''(H2.22)'''
+
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
 
  
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|+(Do not show this table on plans)
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
 +
|-
 +
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 +
|}
  
'''(Prestressed Spans)'''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
 
 
'''(H2.26)'''
 
: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.
 
 
 
'''(H2.27)'''
 
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
 
 
 
'''(H2.28)'''
 
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness.  Dimensions shall be shown on the shop drawings.
 
 
 
'''(H2.29)'''
 
:Slab thickness over prestressed panels varies due to girder camber.
 
 
 
'''(H2.30)'''
 
: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.
 
 
 
'''(H2.31)'''
 
:Use slab haunching diagram on Sheet No. <u>&nbsp;&nbsp;</u> for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.
 
 
 
 
 
'''(Steel Spans)'''
 
 
 
'''(H2.34)'''
 
: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.
 
 
 
'''(H2.35)'''
 
: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.
 
 
 
'''(H2.36)'''
 
: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.
 
 
 
'''(H2.37)'''
 
:S-bars shown are used with skewed end panels, or square end panels of square structures only.  The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.
 
 
 
'''(H2.38)'''
 
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No. <u>&nbsp;&nbsp;</u>.  These adjustments shall be within the limits noted in the general notes.
 
 
 
'''(H2.39)'''
 
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.
 
 
 
'''(H2.40)'''
 
:The same thickness of 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 to match haunch height above top of flange.
 
 
 
==== H2c. Prestressed Girders ====
 
 
 
'''General Notes: Prestressed I Girders and Double-Tee Girders'''
 
 
 
'''(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)'''
 
:All B1 <u>and C1</u> bars shall be epoxy coated.
 
 
 
 
 
'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''
 
 
 
'''(H2.51)'''
 
:<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.
 
 
 
'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
 
:<math>\, **</math>  At the contractor's option the location for bent-up strands may be varied from that shown.  The total number of bent-up strands shall not be changed.  One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only.  No additional payment will be made if additional strand tie bars are required.
 
 
 
<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.
 
 
 
 
 
'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''
 
 
 
'''(H2.53)'''
 
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.
 
 
 
'''(H2.54)'''
 
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.
 
 
 
'''(H2.55)'''
 
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.
 
 
 
'''(H2.56)'''
 
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
 
 
 
'''(H2.57) Place near diaphragm details.'''
 
:Diaphragms at intermediate bents shall be built vertical.
 
 
 
 
 
'''Slab Haunching'''
 
 
 
'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
 
:The slab thickness varies from <u>(1)</u> to <u>(2)</u> within the parabolic crown.
 
 
 
'''(1) Minimum slab thickness.'''<br/>
 
'''(2) Minimum slab thickness minus 1/4".'''
 
  
'''(H2.59) Place with camber diagram.'''
+
'''H2b1. Notes for both Concrete and Steel Spans '''
:Conversion factors for girder camber
 
:::'''Use with spans 75' and greater in length.'''
 
:::0.1 pt. = 0.314 x 0.5 pt.
 
:::0.2 pt. = 0.593 x 0.5 pt.
 
:::0.3 pt. = 0.813 x 0.5 pt.
 
:::0.4 pt. = 0.952 x 0.5 pt.
 
  
:::'''Use  with spans less than 75' in length.'''
+
'''(H2b1.1)'''
:::0.25 pt. = 0.7125 x 0.5 pt.
+
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
  
'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
+
'''(H2b1.2)'''
: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.
+
: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.
  
'''(H2.61)'''
+
'''(H2b1.3)'''
: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>.
+
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi).  Larger strands may be used with the same spacing and initial tension.
  
'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
+
'''(H2b1.4)'''
: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.
+
:Initial prestressing force = 17.2 kips/strand.
  
'''(H2.64)'''
+
'''(H2b1.5)'''
:(*) 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.
+
:The method and sequence of releasing the strands shall be shown on the shop drawings.
  
'''(H2.65)'''
+
'''(H2b1.6)'''
:(**) 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.
+
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineerPanel lengths shall be determined by the contractor and shown on the shop drawings.
  
'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].
+
'''(H2b1.7)'''
 +
:When squared end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
  
'''(H2.66)'''
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
  
'''(H2.67)'''
+
'''(H2b1.9)'''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
+
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''(H2.68)'''
+
'''(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement. '''
: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.
+
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
  
'''(H2.69)'''
+
'''(H2b1.11) References the S-bars shown in the Plan of Panels Placement. '''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
+
:S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.
  
'''(H2.70) Place on the Prestressed I Girder sheet.'''
+
'''(H2b1.12)'''
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.  Drilling is not allowed.
+
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
+
'''(H2b1.13)'''
: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.
+
:S-bars are not listed in the bill of reinforcing.
  
 +
'''(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes. '''
 +
:Joint filler shall be glued to the <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.
  
'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''
+
'''(H2b1.15)'''
 +
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''(H2.80)'''
+
'''(H2b1.16) References the transverse S-bars extension into integral end bents shown in the Plan of Panels Placement. '''
: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 as Class B-2 concrete.
+
:Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.
  
'''(H2.81)'''
+
'''(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels. '''
: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).
+
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands.  Strands 2'-0" or shorter may then be debonded at the fabricator's option.
  
 +
'''(H2b1.18)'''
 +
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
  
'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''
+
'''(H2b1.19) Place under the Bending Diagram for U1 Bar. '''
 +
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.
  
'''(H2.82)'''
+
'''(H2b1.20) Place as last 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.
+
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
  
'''(H2.83)'''
+
'''(H2b1.21)'''
:See girder sheet for girder camber diagram.
+
: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.
  
'''(H2.84)'''
+
'''(H2b1.22)'''  
:Lifting loops: Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
+
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 +
   
 +
'''(H2b1.23) References the transverse S-bars extension beyond the edge of girder or beam shown in the Plan of Panels Placement.'''
 +
:Extend S-bars 9 inches beyond edge of <u>girder</u> <u>beam (Typ.)</u>.
  
'''(H2.85)'''
+
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
:Welded wire fabric:  Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
:Contractor shall ensure proper consolidation under and between panels.
  
 +
'''(H2b1.25) Place as first note under Joint Filler heading in the General Notes. '''
 +
:Joint filler shall be preformed fiber expansion joint material in accordance with Sec 1057 or expanded or extruded polystyrene bedding material in accordance with Sec 1073.
  
'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''
+
'''(H2b1.26) References the #3-P1 bars in the squared and truncated end panels only shown in the Plans of Squared Panel and Optional Truncated End Panel.'''
 +
:For end panels only, P1 bars shall be 2’-0” in length and embedded 12”. P1 bars will not be required for panels at squared integral end bents.
  
'''(H2.86)'''
+
'''(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel. '''
:See slab sheet for spacing of rail posts.
+
: #3-P2 bars near edge of panel at bottom (under strands).
  
'''(H2.87)'''
+
'''(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. '''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.
+
: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.
  
'''(H2.88)'''
+
'''(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. '''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents = <u>&nbsp;</u>'-<u>&nbsp;</u>".
+
:P1 bars not required for integral bents.
  
'''(H2.89)'''
+
'''(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.'''
:(<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".
+
:For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.
  
==== H2d. Prestressed NU Girders ====
 
  
'''General Notes: Prestressed NU Girders'''
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
  
'''(H2.90)'''
+
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
: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.
+
: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.
  
'''(H2.91)'''
+
'''(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes. '''
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
+
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
  
'''(H2.92)'''
+
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
:Girders shall be lifted by devices designed by the fabricator.
+
: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.
  
'''(H2.93)'''
+
'''(H2b2.8) References the slab thickness above the panel shown in Section A-A. '''
:<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 onlyThe center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
+
:Slab thickness over prestressed panels varies due to <u>girder</u> <u>beam</u> camber. In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structureNo payment will be made for additional labor or materials required for necessary grade adjustment.
  
'''(H2.94)'''
+
'''(H2b2.10) Place as second note under Joint Filler heading in the General Notes. '''
: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.
+
:Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.  
  
'''(H2.95)'''
 
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.
 
  
'''(H2.96)'''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:Drilling is not allowed.
 
  
 +
'''(H2b3.1) Place as third note under Joint Filler heading in the General Notes. '''
 +
:Thicker material shall be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.
  
'''Note to Detailer:'''<br/>Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.
+
'''(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.
  
 +
'''(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.
  
'''Prestressed Girders & Prestressed Panels:'''
+
'''(H2b3.5) Place as second note under Joint Filler heading in the General Notes. '''
:C2.1, C2.2, C2.3 & C2.4
+
: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.
  
'''Concrete - Prestressed Girders'''
+
==== H2c. Prestressed Girders and Beams====
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88
 
  
=== H3. Bearings ===
+
'''H2c1. Notes for all Girders and Beams '''
  
 +
'''Place general notes H2c1.1 thru H2c1.15 where space allows. '''
  
==== H3a. Type C & D ====
+
'''(H2c1.1)'''
 +
:Concrete for prestressed <u>girders</u> <u>beams</u> shall be Class A-1 with f'<sub>c</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and f'<sub>ci</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
  
'''The following notes apply to Type "C" Bearings.'''
+
'''(H2c1.2)'''
 +
:(+) indicates prestressing strand.
  
'''(H3.1)'''
+
'''(H2c1.3)'''
:Anchor rods for Type "C" bearings shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete.  Swedging shall be 1" less than the extension into the concrete.  Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steel.  The top of anchor rods shall be set approximately 1/4" below the top of bearing.
+
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
  
'''(H3.2)'''
+
'''(H2c1.4) '''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
: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.
  
'''(H3.3)'''
+
'''(H2c1.5) '''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.
+
:Fabricator shall be responsible for location and design of lifting devices.  
  
'''(H3.4)'''
+
'''(H2c1.6) Use when the camber diagram is placed on another sheet. '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:For <u>Girder</u> <u>Beam</u> Camber Diagram, see Sheet No. __. 
 +
<div id="(H2c1.10)"></div>
 +
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
 +
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed. For location of holes and details of steel intermediate diaphragms, see Sheet No. __.
  
'''(H3.5)'''
+
'''(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>. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
  
 +
'''(H2c1.20) Place under the half elevation for all girders and beams except double-tee girders. Use top flange blockout for NU girders only. Use second sentence for NU girders only. Use third sentence for box beam structures only.'''
 +
:Exterior and interior <u>girders</u> <u>beams</u> are the same, except for coil ties <u>,</u> <u>and</u> <u>top flange blockout</u> <u>,</u> <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate diaphragms</u> <u>and holes for #6 bar</u>. <u>Reinforcement support strands not shown for clarity. See Sheet No. __ for spacing of U1 and U2 bars.</u>
  
'''The following notes apply to Type "D" Bearings.'''
+
'''(H2c1.25) Place near vent hole details for stream crossings only for girder structures. Use <u>(one end only)</u> for flat grades otherwise use <u>upgrade</u>. '''
 +
:Place vent holes at or near <u>upgrade</u> 1/3 point of girders <u>(one end only)</u> and clear reinforcing steel and strands by 1 1/2" minimum <u>and steel intermediate diaphragms bolt connection by 6" minimum</u>. 
  
'''(H3.6)'''
+
'''Place notes H2c1.30 and H2c1.31 near the bearing plate details.  '''
: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.
+
 
 +
'''(H2c1.30) '''
 +
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
  
'''(H3.7)'''
+
'''(H2c1.31) '''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
+
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed <u>girder</u> <u>beam</u> will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Spread Box Beam</u> <u>Adjacent Box Beam</u> <u>Spread Voided Slab Beam</u> <u>Adjacent Voided Slab Beam</u> <u>Solid Slab Beam</u>.  
  
'''(H3.8)'''
+
'''Place notes H2c1.35 thru H2c1.39 near the coil tie details.  Double-Tee girders and adjacent beams do not use coil ties.  '''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.9)'''
+
'''(H2c1.35) Use with end spans when both interior and exterior girders or beams are detailed on the same sheet and the 2’-6”long tie rod will not fit in the exterior diaphragm portion. Place *** at the end of the note specifying the centerlines of the coil tie rods.  '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.10)'''
+
: '''***''' Length of coil tie rods at exterior face of exterior <u>girders</u> <u>beams</u> at end bents =  '- ".
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
'''(H2c1.36) '''
 +
:Cost of 3/4"ø coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Spread Box Beam</u> <u>Spread Voided Slab Beam</u>. 
  
'''The following note applies to Type "D" Bearings Modified.'''
+
'''(H2c1.37) '''
 +
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms. Studs are to be left in place or replaced with temporary plugs until <u>girders</u> <u>beams</u> are erected, then replaced by coil tie rods.
 +
<div id="(H2c1.38)"></div>
 +
'''(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> __. 
  
'''(H3.11)'''
+
'''(H2c1.39) Use for Bulb-Tee girders and NU-girders. '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.
 +
 +
'''(H2c1.40) Use for P/S I-girders and prestressed panel slabs except NU-girders. Place * at the top corners of the girder in the girder dimensions detail. Use <u>1 1/2" to 1 3/4"</u> for Type 2, 3 and 4 P/S I-girders. Use <u>3" to 3 1/4"</u> for bulb-tee girders and Type 6 P/S I-girders. '''
 +
: '''*'''  At contractor's option a <u>1 1/2" to 1 3/4"</u> <u>3" to 3 1/4"</u> smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.  
  
==== H3b. Type E ====
+
'''Place notes H2c1.45 and H2c1.46 near the strand details at girder ends. '''
  
'''The following notes apply to Type "E" Bearings.'''
+
'''(H2c1.45) Use when the bottom strands are not all bent-up.  Place ** at the end of the note specifying which strands are bent-up. '''
 +
: '''**''' At the contractor's option the location for bent-up strands may be varied from that shown for fully bonded strands only. The total number of bent-up strands shall not be changed. One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only. No additional payment will be made if additional strand tie bars are required.
  
'''(H3.15)'''
+
'''(H2c1.46) Use with non-integral bents only.  Adjust the details accordingly. '''
: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.
+
:Prestressing strands at End Bents No. __ and __ <u>and Intermediate</u> <u>Bents</u> No.    and   shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.
  
'''(H3.16''')
 
: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)'''
+
'''H2c2. Additional NU-Girder Notes'''  
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.18)'''
+
'''Place general notes H2c2.2 and H2c2.3 with H2c1 general notes where space allows. '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.19)'''
+
<div id="(H2c2.2)"></div>
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
'''(H2c2.2) Use for NU 35 and NU 43 only '''
 +
:The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders. The cost for furnishing, installing, and removing bracing will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
  
'''(H3.20)'''
+
'''(H2c2.3) '''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly. The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
+
:Alternate bar reinforcing steel details are provided and may be used. The same type of reinforcing steel shall be used for all girders in all spans.
  
'''(H3.21)'''
+
<div id="(H2c2.10)"></div>
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
'''(H2c2.10) Place near girder dimensions detail. Place * at the top corners of the girder in the girder dimensions detail. Remove underline part for CIP slabs. '''
 +
: '''*''' Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown. Apply two layers of 30-lb roofing felt as a bond breaker to this region only <u>excluding where joint filler is applied</u>. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
  
  
'''The following note apply to Type "E" Bearings Modified.'''
+
'''H2c3. Additional Double-Tee Girder Notes  '''
  
'''(H3.22)'''
+
'''Place general notes H2c3.1 thru H2c3.6 with H2c1 general notes where space allows. '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
 
  
==== H3c. Type N PTFE ====
+
'''(H2c3.1) '''
 +
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
  
'''(H3.25)'''
+
'''(H2c3.2) '''
: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.
+
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.  
  
'''(H3.26)'''
+
'''(H2c3.3) '''
: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).
+
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
  
'''(H3.27)'''
+
'''(H2c3.4) '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.  
  
'''(H3.28)'''
+
'''(H2c3.5) '''
: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.
+
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
  
 +
'''(H2c3.6) '''
 +
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer. 
  
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used. '''
  
'''(H3.29) Use grade per Design Comps.'''
+
'''(H2c3.10) '''
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum)The stainless steel plate shall be protected from any coating.
+
:See slab sheet for spacing of rail posts.   
  
 +
'''(H2c3.11) '''
 +
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths. 
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
  
'''(H3.29.1)'''
+
'''H2c4. Additional Prestressed Concrete Box Beam Notes'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 
  
'''(H3.30)'''
+
'''(H2c4.1) Place near strand arrangement detail. Place * at the top corners of the beam in the strand arrangement detail. Remove underline part for CIP slabs. '''
:Type N PTFE Bearings shall be in accordance with Sec 716.
+
: * Beam top flange shall be steel troweled to a smooth finish for 9” at the edges, as shown. Apply two layers of 30-lb roofing felt as a bond breaker to this region only <u>excluding where joint filler is applied</u>. The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.  
  
'''(H3.32)'''
+
'''(H2c4.3) '''
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearings.  Payment for fabricating and installing the stopper plates <u>and straps</u> will be considered completely covered by the contract unit price for Type N PTFE Bearing.
+
:3/4”ø drain holes shall be provided at each end of each void, and shall be kept open at all times.  
  
'''(H3.33)'''
+
'''(H2c4.4) '''
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.
+
:Beams shall be kept upright at all times. Support shall be within 12 inches of the ends only.
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
'''(H2c4.5) '''
 +
:Void filler shall be non-absorptive cellular polystyrene, according to ASTM C 578, designed to withstand the forces imposed upon them during fabrication without substantial deformation such as bulging, sagging, or collapsing. Cardboard void filler will not be allowed. The outside dimensions of void filler shall be as shown on the plans. When two or more sections of void filler are used to make up a required length, they shall be effectively taped or spliced together.
 +
 +
'''(H2c4.6) '''
 +
:Beams shall be finished similarly in accordance with Sec 1029, except as noted.
  
'''(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)'''
+
'''H2c5. Blank  '''
: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)'''
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
<div id="(H2c6.1)"></div>
  
'''(H3.48)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
: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.
+
:Conversion factors for <u>girder</u> <u>beam</u> camber (Estimated at 90 days): 
  
'''(H3.49)  Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
:'''Use with spans 75' and greater in length. '''
: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).
+
:0.1 pt. = 0.314 x 0.5 pt.
 +
:0.2 pt. = 0.593 x 0.5 pt.
 +
:0.3 pt. = 0.813 x 0.5 pt.
 +
:0.4 pt. = 0.952 x 0.5 pt.  
  
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
:'''Use with spans less than 75' in length. '''
: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.
+
:0.25 pt. = 0.7125 x 0.5 pt.
 +
<div id="Place notes H2c6.10 thru H2c6.14"></div>
 +
'''Place notes H2c6.10 thru H2c6.14 with slab haunching diagram '''<font color="purple">[MS Cell]</font color="purple">''' (slab thickness diagram '''<font color="purple">[MS Cell]</font color="purple">''' for double-tee girders and adjacent beams)'''
  
'''(H3.50)'''
+
'''(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.'''
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
+
: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.
  
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
+
'''(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.  '''
 +
:Concrete in the slab <u>haunches</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>. 
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''(H2c6.13) Use only for double-tee girders and adjacent beams.  Underline part only required when the slab thickness within parabolic crown is less than the minimum slab thickness.  A = minimum slab thickness.  B = slab thickness at crown centerline.  '''
 +
:The slab is to be built parallel to grade and to a minimum thickness of '''''A''''' <u>(Except varies from '''''A''''' to '''''B''''' within parabolic crown)</u>. 
  
'''(H3.65)'''
+
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet.  '''
:Flat plate bearings shall be straightened to plane surfaces.
+
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.
  
'''(H3.66)'''
 
: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.
 
  
'''(H3.67)'''
+
'''H2c7. Steel Intermediate Diaphragms '''  
: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)'''
+
'''(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].  '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:(*) 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.  
  
'''(H3.69)'''
+
'''(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].  '''
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.
+
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.  
  
 +
'''(H2c7.3) '''
 +
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
'''(H2c7.4) '''
 +
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
  
'''(H3.70)'''
+
'''(H2c7.5) '''
: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.
+
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.  
  
'''(H3.71)'''
+
'''(H2c7.6) '''
:Edge "A" shall be rounded (1/16" to 1/8" radius).
+
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents  '''
  
 +
'''(H2c8.1) Place near diaphragm details for all girders and beams except for double-tee girders at the following grades: 16” > 5%, 22” > 4% and 30” > 3%. '''
 +
:Diaphragms at intermediate bents shall be built vertical.
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
=== H3. Bearings ===
  
'''(H3.75)'''
 
:All fillets shall have a 3/4" radius.
 
  
'''(H3.76)'''
+
==== H3a. Type C & D ====
: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)'''
+
'''The following notes apply to Type C Bearings.'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings.  Pins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
 
  
'''(H3.78)'''
+
'''(H3.1)'''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
: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.  
  
=== H4. Conduit System ===
+
'''(H3.2)'''
 +
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
  
'''(H4.1)'''
+
'''(H3.3)'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
+
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H4.2)(3" cover cannot be achieved when conduit is in the slab.)'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
:All conduit shall be rigid non-metallic schedule 40 heavy wall PVC (polyvinyl chloride plastic) <u>with 3" minimum cover in concrete</u>. Each section of conduit shall bear the Underwriters' Laboratories, Inc., (UL) label.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H4.2.1)'''
+
'''(H3.5)'''
:All Conduit Clamps shall be commercially available conduit clamp approved by the engineer.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.3)'''
 
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
 
  
'''(H4.4)'''
+
'''The following notes apply to Type D Bearings.'''
:Light standards, wiring and fixtures shall be furnished and installed by others.
 
  
'''(H4.5)'''
+
'''(H3.6)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
+
: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 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.
  
'''(H4.6)'''
+
'''(H3.7)'''
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
+
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
  
'''(H4.7)'''
+
'''(H3.8)'''
:Expansion fittings shall provide a minimum movement in either direction of <u>&nbsp;&nbsp;&nbsp;</u> <u>at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; at filled joints</u>.  Expansion fittings shall be equal to Carlon Electrical Construction Products or Cantex, Inc.
+
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H4.7.1)'''
+
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H4.8) (Surface mount junction boxes, except on sidewalks, when existing concrete is present.  Flush mount junction boxes in new concrete.)'''
+
'''(H3.10)'''
:All end bent and <u>parapet,</u> <u>sidewalk,</u> <u>safety barrier curb</u> junction boxes shall be PVC molded <u>flush</u> <u>surface</u> mounted and equal to Carlon Electrical Construction Products or Cantex, Inc.  The conduit terminations shall be permanent or separable.  The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H4.9) Add for all structures with conduit.'''
 
:Weepholes shall be provided at appropriated locations to drain any moisture in the conduit system.
 
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
'''The following note applies to Type D Bearings Modified.'''
:Conduit shall be secured to concrete with 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.
 
  
'''(H4.11) Use for payment of Conduit System.'''
+
'''(H3.11)'''
: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.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
=== H5. Expansion Devices ===
+
==== H3b. Type E ====
  
 +
'''The following notes apply to Type E Bearings.'''
  
==== H5a. Finger Plate ====
+
'''(H3.15)'''
 +
: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 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.
  
'''(H5.1)  For stage construction or other special cases, see Structural Project Manager.'''
+
'''(H3.16''')
: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.
+
:Anchor bolts, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
  
'''(H5.2)'''
+
'''(H3.17)'''
: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.
+
:Weight of the anchor bolts, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
  </