Difference between revisions of "751.35 Concrete Pile Cap Integral End Bents"

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m (→‎751.35.1.1 Material Properties: Per Bridge, revised modulus of rupture information to meet latest AASHTO LRFD bridge design specifications.)
m (Per BR, clarified #5-H (L shaped) approach slab anchorage bars, end of slab, and fill face of end bent. Revised lap splice for U and V bars in end bents.)
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|[[Image:751.35 prestressed girder end bent-section near wing.gif]]
+
|[[Image:751.35.3.3.jpg|850px]]
|[[Image:751.35 prestressed girder end bent-section a-a.gif]]
 
 
|-
 
|-
 
!width="50%"|Section Near Wing||Section A-A
 
!width="50%"|Section Near Wing||Section A-A
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |12" Minimum at gutter line top of concrete.
+
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |12" minimum at gutter line at end of slab.  
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |All concrete in the end bent above top of beam and below top of slab shall be class B-2.
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |All concrete in the end bent above top of beam and below top of slab shall be class B-2.
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|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |See Design Layout for maximum slope of spill fill.
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |See Design Layout for maximum slope of spill fill.
 
|-
 
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |Keep 1 1/2" Min. clear cover for a #6 bar reinforcement between approach notch and girder.  Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
+
|valign="top" align="right"|*||align="left" width="400pt" |Keep 1 1/2" Min. clear cover for a #6 bar reinforcement between approach notch and girder.  Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
 
|-
 
|-
|valign="top" align="right"|(**)||align="left" width="400pt" |See [[751.12_Protective_Barricades|EPG 751.12 Protective Barricades]] for barrier curb details.
+
|valign="top" align="right"|**||align="left" width="400pt" |See [[751.12_Protective_Barricades|EPG 751.12 Protective Barricades]] for barrier curb details.
 
|}
 
|}
  
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{|align="center"
 
{|align="center"
 
|-
 
|-
|colspan="2"|[[Image:751.35 prestressed girder end bent-detail of keyed const jt.gif]]
+
|colspan="2"|[[Image:751.35.3.3 keyed.jpg|350px]]
 
|-
 
|-
 
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
 
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|[[Image:751.35 prestressed girder end bent-elevation.gif]]
+
|[[Image:751.35.3.3 elevation.jpg|750px]]
 
|-
 
|-
 
!Elevation
 
!Elevation
Line 297: Line 296:
 
| &nbsp;
 
| &nbsp;
 
|-
 
|-
|[[Image:751.35 prestressed girder end bent-plan (square).gif]]
+
|[[Image:751.35.3.3 plan squared.jpg|800px]]
 
|-
 
|-
 
!Plan (Squared)
 
!Plan (Squared)
Line 303: Line 302:
 
| &nbsp;
 
| &nbsp;
 
|-
 
|-
|[[Image:751.35 prestressed girder end bent-plan (skewed).gif]]
+
|[[Image:751.35.3.3 plan skewed.jpg|800px]]
 
|-
 
|-
 
!Plan (Skewed)
 
!Plan (Skewed)
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| ||align="left"|Squared beam steps are shown.  Steps may be skewed to facilitate placement of U1 and V1 stirrup bars.  See [[#751.35.4 Reinforcement |EPG 751.35.4 Reinforcement]] for details.
 
| ||align="left"|Squared beam steps are shown.  Steps may be skewed to facilitate placement of U1 and V1 stirrup bars.  See [[#751.35.4 Reinforcement |EPG 751.35.4 Reinforcement]] for details.
 
|-
 
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |18" (Min.) 2'-0" (Max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
+
|valign="top" align="right"|*||align="left" width="400pt" |18" (min.) 2'-0" (max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
 
|}
 
|}
  
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|[[Image:751.35 steel girder or beam end bent-section near wing.gif]]
+
|[[Image:751.35.3.4.jpg|850px]]
|[[Image:751.35 steel girder or beam end bent-section a-a.gif]]
 
 
|-
 
|-
 
!width="50%"|Section Near Wing||Section A-A
 
!width="50%"|Section Near Wing||Section A-A
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |12" Minimum at gutter line top of concrete.
+
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |12" minimum at gutter line at end of slab.
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |All concrete in the end bent above top of beam and below top of slab shall be class B-2.
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |All concrete in the end bent above top of beam and below top of slab shall be class B-2.
Line 349: Line 347:
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |See Design Layout for maximum slope of spill fill.
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |See Design Layout for maximum slope of spill fill.
 
|-
 
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |Use 3" Min. when girder chairs are used and use 1" past the end of the bearing pad when bearing pads are used.
+
|valign="top" align="right"|*||align="left" width="400pt" |Use 3" Min. when girder chairs are used and use 1" past the end of the bearing pad when bearing pads are used.
 
|-
 
|-
|valign="top" align="right"|(**)||align="left" width="400pt" |Keep 1 1/2" min. clear cover for a #6 bar reinf. between approach notch and girder.  Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
+
|valign="top" align="right"|**||align="left" width="400pt" |Keep 1 1/2" min. clear cover for a #6 bar reinf. between approach notch and girder.  Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
 
|-
 
|-
|valign="top" align="right"|(***)||align="left" width="400pt" |See [[751.12_Protective_Barricades|EPG 751.12 Protective Barricades]] for barrier curb details.
+
|valign="top" align="right"|***||align="left" width="400pt" |See [[751.12_Protective_Barricades|EPG 751.12 Protective Barricades]] for barrier curb details.
 
|}
 
|}
  
Line 359: Line 357:
 
{|align="center"
 
{|align="center"
 
|-
 
|-
|colspan="2"|[[Image:751.35 steel girder or beam end bent-detail of keyed const jt.gif]]
+
|colspan="2"|[[Image:751.35.3.4 keyed.jpg|350px]]
 
|-
 
|-
 
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
 
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|[[Image:751.35 steel girder or beam end bent-elevation.gif]]
+
|[[Image:751.35.3.4 elevation.jpg|800px]]
 
|-
 
|-
 
!Elevation
 
!Elevation
Line 373: Line 371:
 
| &nbsp;
 
| &nbsp;
 
|-
 
|-
|[[Image:751.35 steel girder or beam end bent-plan (square).gif]]
+
|[[Image:751.35.3.4 plan squared.jpg|800px]]
 
|-
 
|-
 
!Plan (Squared)
 
!Plan (Squared)
Line 379: Line 377:
 
| &nbsp;
 
| &nbsp;
 
|-
 
|-
|[[Image:751.35 steel girder or beam end bent-plan (skewed).gif]]
+
|[[Image:751.35.3.4 plan skewed.jpg|800px]]
 
|-
 
|-
 
!Plan (Skewed)
 
!Plan (Skewed)
Line 390: Line 388:
 
| ||align="left"|Squared beam steps are shown.  Steps may be skewed to facilitate placement of U1 and V1 stirrup bars  See [[#751.35.4 Reinforcement |EPG 751.35.4 Reinforcement]] for details.
 
| ||align="left"|Squared beam steps are shown.  Steps may be skewed to facilitate placement of U1 and V1 stirrup bars  See [[#751.35.4 Reinforcement |EPG 751.35.4 Reinforcement]] for details.
 
|-
 
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |18" (Min.) 2'-0" (Max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
+
|valign="top" align="right"|*||align="left" width="400pt" |18" (min.) 2'-0" (max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
 
|-
 
|-
|valign="top" align="right"|(**)||align="left" width="400pt" |3" cl. between sole plate and keyed const. joint (Typ.)
+
|valign="top" align="right"|**||align="left" width="400pt" |3" cl. between sole plate and keyed const. joint (typ.)
 
|}
 
|}
  
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|colspan="2"|[[Image:751.35 wings and detached wing walls-wing.gif]]
+
|colspan="2"|[[Image:751.35.3.5.jpg|300px]]
 
|-
 
|-
 
|colspan="2"| &nbsp;
 
|colspan="2"| &nbsp;
 
|-
 
|-
|colspan="2"|[[Image:751.35 wings and detached wing walls-detached wing.gif]]
+
|colspan="2"|[[Image:751.35.3.5 detached wing.jpg|350px]]
 
|-
 
|-
 
|colspan="2"| &nbsp;
 
|colspan="2"| &nbsp;
 
|-
 
|-
|[[Image:751.35 wings and detached wing walls-section a-a.gif]]
+
|[[Image:751.35.3.5 section a-a.jpg|800px]]
|[[Image:751.35 wings and detached wing walls-detail c.gif]]
 
 
|-
 
|-
 
!Section A-A||Detail "C"
 
!Section A-A||Detail "C"
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|colspan="2"| &nbsp;
 
|colspan="2"| &nbsp;
 
|-
 
|-
|[[Image:751.35 wings and detached wing walls-detail b.gif]]
+
|[[Image:751.35.3.5 section d-d.jpg|850px]]
|[[Image:751.35 wings and detached wing walls-section d-d.gif]]
 
 
|-
 
|-
!Detail "B"||Section D-D
+
!Detail B||Section D-D
 
|}
 
|}
  
 
{|border="0" cellpadding="5" cellspacing="1" align="center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center"
 
|-
 
|-
|align="right" valign="top"|(*)||width="400pt"|Detached wing wall shown is for illustration purpose only.  Design detached wing wall as a [[751.24 LFD Retaining Walls|LFD retaining wall (EPG 751.24)]].
+
|align="right" valign="top"|*||width="400pt"|Detached wing wall shown is for illustration purpose only.  Design detached wing wall as a [[751.24 LFD Retaining Walls|LFD retaining wall (EPG 751.24)]].
 
|-
 
|-
|align="right" valing="top"|(**)||width="400pt"|See [[751.24 LFD Retaining Walls|EPG 751.24 LFD Retaining Walls]].
+
|align="right" valing="top"|**||width="400pt"|See [[751.24 LFD Retaining Walls|EPG 751.24 LFD Retaining Walls]].
 
|}
 
|}
  
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|colspan="3"|[[Image:751.35.4.2.jpg|700px]]
+
|colspan="3"|[[Image:751.35.4.1 2016.jpg|900px]]
 
|-
 
|-
 
!colspan="3"|Part Section Near End Bent
 
!colspan="3"|Part Section Near End Bent
 
|-
 
|-
|[[Image:751.35.4.2 aa.jpg|225px]]
+
|[[Image:751.35.4.1 sections.jpg|900px]]
|[[Image:751.35.4.2 bb.jpg|225px]]
 
|[[Image:751.35.4.2 cc.jpg|225px]]
 
 
|-
 
|-
 
!Section A-A||Section B-B||Section C-C
 
!Section A-A||Section B-B||Section C-C
 
|-
 
|-
|[[Image:751.35.4.2 dd.jpg|225px]]
+
|[[Image:751.35.4.1 section d-d.jpg|225px]]
 
|rowspan="5" colspan="2"|
 
|rowspan="5" colspan="2"|
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
Line 451: Line 445:
 
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |#6 U-bar [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] at 9" centers between barrier curbs.
 
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |#6 U-bar [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] at 9" centers between barrier curbs.
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |U4 bars [[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]] and #6-U5 bars [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] placed with U1 and V1 bars.  U4 bars shall be same size as U1 bars.
+
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |U4 bars [[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]] and #6-U5 bars [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] spliced with U1 and V1 bars.  U4 bars shall be same size as U1 bars. Show lap length on plans as shown here.
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 3.gif]]||align="left" width="400pt" |U1 bars [[Image:751.35 wide flange and plate girders-u1-bar.gif]] at 12" centers. #5 bars, except [[751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases|special cases]].  Replace with pairs of #5-V1 bars at piles.
+
|valign="top" align="right"|[[Image:751.35 circled 3.gif]]||align="left" width="400pt" |U1 bars [[Image:751.35 wide flange and plate girders-u1-bar.gif]] at 12" centers. #5 bars, except [[751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases|special cases]].  Replace with pairs of #5-V1 bars at piles. Make sure U1 and V1 bars extend enough to meet lap length requirement across backwall length.
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |Stirrups shall clear step by 1 1/2" min., if not lengthen step or skew step.  
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |Stirrups shall clear step by 1 1/2" min., if not lengthen step or skew step.  
Line 459: Line 453:
 
|valign="top" align="right"|[[Image:751.35 circled 5.gif]]||align="left" width="400pt" |#6-V-bars at no more than 9” centers at the end of girders or beams.
 
|valign="top" align="right"|[[Image:751.35 circled 5.gif]]||align="left" width="400pt" |#6-V-bars at no more than 9” centers at the end of girders or beams.
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 6.gif]]||align="left" width="400pt" |#5-H-bars at 12" centers placed parallel to centerline roadway, 2'-6" long with 15” embedment.  
+
|valign="top" align="right"|[[Image:751.35 circled 6.gif]]||align="left" width="400pt" |#5-H-bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may be used but increase vertical leg length of #5-H bars to ensure 12” minimum embedment.
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 7.gif]]||align="left" width="400pt" | See [[#web hole tabel|tables]] for 1 1/16" round hole spacing for #6-H bars.
 
|valign="top" align="right"|[[Image:751.35 circled 7.gif]]||align="left" width="400pt" | See [[#web hole tabel|tables]] for 1 1/16" round hole spacing for #6-H bars.
Line 492: Line 486:
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|colspan="3"|[[Image:751.35.4.1.jpg|700px]]
+
|colspan="3"|[[Image:751.35.4.2 2016.jpg|700px]]
 
|-
 
|-
 
!colspan="3"|Part Section Near End Bent
 
!colspan="3"|Part Section Near End Bent
 
|-
 
|-
|[[Image:751.35.4.1 aa.jpg|225px]]
+
|[[Image:751.35.4.2 sections.jpg|900px]]
|[[Image:751.35.4.1 bb.jpg|225px]]
 
|[[Image:751.35.4.1 cc.jpg|225px]]
 
 
|-
 
|-
 
!Section A-A||Section B-B||Section C-C
 
!Section A-A||Section B-B||Section C-C
 
|-
 
|-
|[[Image:751.35.4.1 dd.jpg|225px]]
+
|[[Image:751.35.4.2 section d-d.jpg|225px]]
 
|rowspan="5" colspan="2"|
 
|rowspan="5" colspan="2"|
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
Line 509: Line 501:
 
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |#6 U-bar [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] at 9" centers between barrier curbs.
 
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |#6 U-bar [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] at 9" centers between barrier curbs.
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |U4 bars [[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]] and #6-U5 bars [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] placed with U1 and V1 bars.  U4 bars shall be same size as U1 bars.
+
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |U4 bars [[Image:751.35 wide flange and plate girders--5-u4-bar.gif|13px]] and #6-U5 bars [[Image:751.35 wide flange and plate girders--6-u-bar.gif]] spliced with U1 and V1 bars.  U4 bars shall be same size as U1 bars. Show lap length on plans as shown here.  
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 3.gif]]||align="left" width="400pt" |U1 bars [[Image:751.35 wide flange and plate girders-u1-bar.gif]] at 12" centers. #5 bars, except [[751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases|special cases]].
+
|valign="top" align="right"|[[Image:751.35 circled 3.gif]]||align="left" width="400pt" |U1 bars [[Image:751.35 wide flange and plate girders-u1-bar.gif]] at 12" centers. #5 bars, except [[751.35_Concrete_Pile_Cap_Integral_End_Bents#751.35.2.5_Beam_Reinforcement_Special_Cases|special cases]]. Replace with pairs of #5-V1 bars at piles. Make sure U1 and V1 bars extend enough to meet lap length requirement across backwall length.
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |Stirrups shall clear step by 1 1/2" min.; if not, lengthen step or skew step.  
 
|valign="top" align="right"|[[Image:751.35 circled 4.gif]]||align="left" width="400pt" |Stirrups shall clear step by 1 1/2" min.; if not, lengthen step or skew step.  
Line 517: Line 509:
 
|valign="top" align="right"|[[Image:751.35 circled 5.gif]]||align="left" width="400pt" |#6-V-bars at no more than 9” centers at the end of girders or beams.
 
|valign="top" align="right"|[[Image:751.35 circled 5.gif]]||align="left" width="400pt" |#6-V-bars at no more than 9” centers at the end of girders or beams.
 
|-
 
|-
|valign="top" align="right"|[[Image:751.35 circled 6.gif]]||align="left" width="400pt" |#5-H-bars at 12" centers placed parallel to centerline roadway, 2'-6" long with 15” embedment.  
+
|valign="top" align="right"|[[Image:751.35 circled 6.gif]]||align="left" width="400pt" |#5-H-bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may be used but increase vertical leg length of #5-H bars to ensure 12” minimum embedment.
 
|}
 
|}
 
|-
 
|-
Line 543: Line 535:
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|[[Image:751.35 wide flanges-plate girders and prestressed girders-elevation of wing.gif]]
+
|[[Image:751.35.4.3.jpg|850px]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part section thru wing.gif]]
 
 
|-
 
|-
 
!valign="top"|Elevation of Wing||Part Section<br/>Thru Wing
 
!valign="top"|Elevation of Wing||Part Section<br/>Thru Wing
Line 550: Line 541:
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
|-
 
|-
|valign="top" align="right"|(*)||align="left" width="400pt" |Keep a min. of 3" ctr. to ctr. spacing between #6 bars placed horizontally and #8 bars placed with grade.
+
|valign="top" align="right"|*||align="left" width="400pt" |Keep a min. of 3" ctr. to ctr. spacing between #6 bars placed horizontally and #8 bars placed with grade.
 
|-
 
|-
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |Use const. joint on steel structures only.
 
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |Use const. joint on steel structures only.
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{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
 
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|[[Image:751.35 wide flanges-plate girders and prestressed girders-section a-a (square).gif]]
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|[[Image:751.35.4.3 sections.jpg|800px]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part section thru end of wing.gif]]
 
 
|-
 
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|valign="top"|'''Section A-A (Squared)'''<br/>(K bars not shown for clarity)||'''Part Section Thru<br/>End of Wing'''
 
|valign="top"|'''Section A-A (Squared)'''<br/>(K bars not shown for clarity)||'''Part Section Thru<br/>End of Wing'''
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|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan - skewed end bent.gif]]
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|[[Image:751.35.4.3 skewed.jpg|800px]]
 
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!Part Plan - Skewed End Bent
 
!Part Plan - Skewed End Bent
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|Instructions:  
 
|Instructions:  
 
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|-   
|valign="top" align="right"|(**)||align="left" width="400pt" |See [http://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#G1._Concrete_Bents EPG 751.50 G1 Concrete Bents] for note required for the #6-F bars.
+
|valign="top" align="right"|**||align="left" width="400pt" |See [http://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#G1._Concrete_Bents EPG 751.50 G1 Concrete Bents] for note required for the #6-F bars.
 
|-
 
|-
 
| ||align="left" width="400pt" |See [[751.12_Protective_Barricades#integral end bent barrier curb|EPG 751.12.2.3 End Bent Reinforcement]] for details of K bars at integral end bents.
 
| ||align="left" width="400pt" |See [[751.12_Protective_Barricades#integral end bent barrier curb|EPG 751.12.2.3 End Bent Reinforcement]] for details of K bars at integral end bents.
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|[[Image:751.35 wide flanges-plate girders and prestressed girders-section thru square end bent.gif]]
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|[[Image:751.35 wide flanges-plate girders and prestressed girders-section thru skewed end bent.gif]]
 
 
|-
 
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!Section Thru<br/>Squared End Bent<br/>(between piles and girders or beams)||Section Thru<br/>Skewed End Bent<br/>(between piles and girders or beams)
 
!Section Thru<br/>Squared End Bent<br/>(between piles and girders or beams)||Section Thru<br/>Skewed End Bent<br/>(between piles and girders or beams)
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|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan of square end bent.gif]]
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|[[Image:751.35.4.4 plan.jpg|900px]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan of skewed end bent.gif]]
 
 
|-
 
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!Plan of<br/>Squared End Bent||Plan of<br/>Skewed End Bent
 
!Plan of<br/>Squared End Bent||Plan of<br/>Skewed End Bent

Revision as of 08:51, 3 February 2016

751.35.1 General

751.35.1.1 Material Properties

Concrete
Class B Concrete (Substructure) = 3.0 ksi
  = 10

Class B-1 Concrete (Substructure) may also be used in special cases (See Project Manager). The following equations shall apply to both concrete classes:


Modulus of elasticity,

Where:

f'c in ksi
wc = unit weight of nonreinforced concrete = 0.145 kcf
K1 = correction factor for source of aggregate
= 1.0 unless determined by physical testing


Modulus of rupture,

      LRFD 5.4.2.6

Where:

f'c is in ksi


Reinforcing Steel
Minimum yield strength, = 60.0 ksi
Steel modulus of elasticity, = 29000 ksi

751.35.2 Design

751.35.2.1 Limit States and Factors

In general, each component shall satisfy the following equation:

Where:

= Total factored force effect
= Force effect
= Load modifier
= Load factor
= Resistance factor
= Nominal resistance
= Factored resistance


Limit States

The following limit states shall be considered for abutment design:

STRENGTH – I
STRENGTH – III
STRENGTH – IV
STRENGTH – V
SERVICE – I
FATIGUE
EXTREME EVENT - II

See LRFD Table 3.4.1-1 and LRFD 3.4.2 for Loads and Load Factors applied at each given limit state.


Resistance factors

STRENGTH limit states, see LRFD 5.5.4.2 and LRFD 6.5.4.2
For all other limit states, = 1.00


Load Modifiers

751.35.2.2 Loads

Dead Loads

Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Loads from concrete slab spans shall be applied as uniformly distributed loads.


Live Loads

Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Dynamic load allowance (impact) should be included for the design of the beam. No dynamic load allowance should be included for foundation design.

For wings with detached wing walls, no portion of the bridge live load shall be distributed to the detached wall. The detached wing wall shall be designed as a retaining wall. The weight of the safety barrier curb on top of the wall shall be included in the dead load.


Collision

Collision shall be designed if abutments are located within a distance of 30.0 feet to the edge of roadway, or within a distance of 50.0 feet to the centerline of a railway track and conditions do not qualify for exemptions given in EPG 751.2.2.6.

751.35.2.3 General Design Assumptions

Beam

The beam shall be assumed continuous over supports at centerline of piles.

One half of the dead load of the approach slab shall be included in the beam design.


Wing

The standard horizontal reinforcement shown below was designed for soil pressure, EH, live load surcharge, LS and a railing collision force, CT for Extreme Limit State II Load Combination.


751.35 general design assumptions-pressure diagram for wing.gif


The minimum steel placed horizontally in wings shall be as shown in the figure below.


751.35 general design assumptions-part section thru beam.gif
Part Section Thru Beam

751.35.2.4 End Bent Analysis

The following steps shall be used to design integral end bents.


Step 1 – Obtain loads from superstructure

The live load reactions (LL), dead load of structural components (DC), and dead load of future wearing surface (DW) will be needed to design the end bents. Strength I Load Combination will be used to design the reinforcement.


Step 2 – Design bearing pads or girder chairs

From the loads obtained in Step 1, design the bearing pads or girder chairs according to EPG 751.11.


Step 3 – Find beam cap width

The standard beam cap width will be 3’-0”. However, if the bearing pad size required exceeds the allowable edge distance, the beam cap width may be widened. The bearing pads shall be centered over the centerline of pile location, which is 15” away from the stream or crossing face of the cap.


Step 4 – Design longitudinal steel in beam cap

If the centerline of bearing is 12” or less on the centerline of piles, use 4 - #6 bars at the top and bottom of the beam cap. Otherwise, the ultimate moment used for designing the longitudinal steel shall be approximated by the following equation and figure. The loads shall be factored according to the Strength I Load Combination.

Where:

= maximum interior girder reaction of factored superstructure loads, kips.
= pile spacing, ft.
= factored substructure loads equally distributed across the beam, k/ft.


751.35 basic assumption for beam analysis.gif

Basic Assumption for Beam Analysis


A minimum of 4 - #6 Bars shall be used for the longitudinal steel in the beam cap. If more steel is required, increase bar size and keep the number of bars to 4. For example, use 4 - #7 bars instead of 5 - #6 bars.

The minimum reinforcement and bar spacing shall also be checked against the appropriate limits.


Step 5 – Design for number and size of pile

751.35.2.5 Beam Reinforcement Special Cases

SPECIAL CASE I

If centerline bearing is 12" or less on either side of centerline piles, for all piles (as shown below), use 4-#6 top and bottom and #4 at 12" cts. (stirrups), regardless of pile size.

751.35 beam reinforcement special case 1.gif


SPECIAL CASE II

When beam reinforcement is to be designed assuming piles to take equal force, design for negative moment in the beam over the interior piles.

751.35 beam reinforcement special case 2.gif
(*) Dimensions are for illustration purposes only.

751.35.3 Dimensions

751.35.3.1 Front Sheet

Notes: The following are details and dimensions for the Plan view on the Front Sheets.
  Details for unsymmetrical roadways will require dimensions tying Centerline Lane to Centerline Structure.


751.35 front sheet-plan of end bent.gif

751.35.3.2 Wing Brace

The wing brace dimensions will only vary on the wing with obtuse angle. Wing brace dimensions shown are minimum dimensions. The wing brace with the acute angle will always be 18" minimum.

751.35 wing brace details-skews 0 thru 45.gif
Skews 0° thru 45°
 
751.35 wing brace details-skews 45 thru 55.gif
Skews 45°00'01" thru 55°
 
751.35 wing brace details-skews 55 and over.gif
Skews 55°00'01" and Over
Note: Left advance shown, right advance similar.

751.35.3.3 Prestressed Girder End Bent

751.35.3.3.jpg
Section Near Wing Section A-A
751.35 circled 1.gif 12" minimum at gutter line at end of slab.
751.35 circled 2.gif All concrete in the end bent above top of beam and below top of slab shall be class B-2.
751.35 circled 3.gif Provide a minimum of 8" cl. from outside edge of pile to face of beam. For pile greater than 14” wide (dia.), shifting pile centerline towards fill face is preferred based on structural considerations (eccentric load to pile). Otherwise, increase abutment beam width (1” increments) towards front face in order to meet 8” min. cl.

Example:

Pile size = 16”

Option I (preferred): Shift pile centerline 1” towards fill face and consider eccentric load to the pile.

Min. abutment width = 20”+16”=3’-0”

Option II: Increase beam width 1” towards front face.

Min. abutment width = 21”+16”=3’-1”
751.35 circled 4.gif See Design Layout for maximum slope of spill fill.
* Keep 1 1/2" Min. clear cover for a #6 bar reinforcement between approach notch and girder. Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
** See EPG 751.12 Protective Barricades for barrier curb details.


751.35.3.3 keyed.jpg
Detail of Keyed
Const. Jt.
 


751.35.3.3 elevation.jpg
Elevation
 
751.35.3.3 plan squared.jpg
Plan (Squared)
 
751.35.3.3 plan skewed.jpg
Plan (Skewed)
Note: Neoprene bearing pads are to be used on integral bents (steel or prestressed structures) if pad size and beam clearance permit; otherwise, use girder chairs.
Squared beam steps are shown. Steps may be skewed to facilitate placement of U1 and V1 stirrup bars. See EPG 751.35.4 Reinforcement for details.
* 18" (min.) 2'-0" (max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.

751.35.3.4 Steel Girder or Beam End Bent

751.35.3.4.jpg
Section Near Wing Section A-A
751.35 circled 1.gif 12" minimum at gutter line at end of slab.
751.35 circled 2.gif All concrete in the end bent above top of beam and below top of slab shall be class B-2.
751.35 circled 3.gif Provide a minimum of 8" cl. from outside edge of pile to face of beam. For pile greater than 14” wide (dia.), shifting pile centerline towards fill face is preferred based on structural considerations (eccentric load to pile). Otherwise, increase abutment beam width (1” increments) towards front face in order to meet 8” min. cl.

Example:

Pile size = 16”

Option I (preferred): Shift pile centerline 1” towards fill face and consider eccentric load to the pile.

Min. abutment width = 20”+16”=3’-0”

Option II: Increase beam width 1” towards front face.

Min. abutment width = 21”+16”=3’-1”
751.35 circled 4.gif See Design Layout for maximum slope of spill fill.
* Use 3" Min. when girder chairs are used and use 1" past the end of the bearing pad when bearing pads are used.
** Keep 1 1/2" min. clear cover for a #6 bar reinf. between approach notch and girder. Increase abutment beam width (1" increments) to get the 1 1/2" clear cover if necessary.
*** See EPG 751.12 Protective Barricades for barrier curb details.


751.35.3.4 keyed.jpg
Detail of Keyed
Const. Jt.
 


751.35.3.4 elevation.jpg
Elevation
 
751.35.3.4 plan squared.jpg
Plan (Squared)
 
751.35.3.4 plan skewed.jpg
Plan (Skewed)
Note: Neoprene bearing pads are to be used on integral bents (steel or prestressed structures) if pad size and beam clearance permit; otherwise, use girder chairs.
Squared beam steps are shown. Steps may be skewed to facilitate placement of U1 and V1 stirrup bars See EPG 751.35.4 Reinforcement for details.
* 18" (min.) 2'-0" (max.); provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
** 3" cl. between sole plate and keyed const. joint (typ.)

751.35.3.5 Wing & Detached Wing Walls

751.35.3.5.jpg
 
751.35.3.5 detached wing.jpg
 
751.35.3.5 section a-a.jpg
Section A-A Detail "C"
 
751.35.3.5 section d-d.jpg
Detail B Section D-D
* Detached wing wall shown is for illustration purpose only. Design detached wing wall as a LFD retaining wall (EPG 751.24).
** See EPG 751.24 LFD Retaining Walls.

751.35.4 Reinforcement

751.35.4.1 Wide Flange Beams & Plate Girders

751.35.4.1 2016.jpg
Part Section Near End Bent
751.35.4.1 sections.jpg
Section A-A Section B-B Section C-C
751.35.4.1 section d-d.jpg
  Place all U bars and V pairs parallel to centerline roadway.
751.35 circled 1.gif #6 U-bar 751.35 wide flange and plate girders--6-u-bar.gif at 9" centers between barrier curbs.
751.35 circled 2.gif U4 bars 751.35 wide flange and plate girders--5-u4-bar.gif and #6-U5 bars 751.35 wide flange and plate girders--6-u-bar.gif spliced with U1 and V1 bars. U4 bars shall be same size as U1 bars. Show lap length on plans as shown here.
751.35 circled 3.gif U1 bars 751.35 wide flange and plate girders-u1-bar.gif at 12" centers. #5 bars, except special cases. Replace with pairs of #5-V1 bars at piles. Make sure U1 and V1 bars extend enough to meet lap length requirement across backwall length.
751.35 circled 4.gif Stirrups shall clear step by 1 1/2" min., if not lengthen step or skew step.
751.35 circled 5.gif #6-V-bars at no more than 9” centers at the end of girders or beams.
751.35 circled 6.gif #5-H-bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may be used but increase vertical leg length of #5-H bars to ensure 12” minimum embedment.
751.35 circled 7.gif See tables for 1 1/16" round hole spacing for #6-H bars.
751.35 circled 8.gif Same number of bars as 1 1/16" round holes in beam or girder.
Section D-D
 
 
 

Instructions:

Keep 1 1/2" clearance between the piles and the U1 or U2 bars.
Keep 1 1/2" clearance between the beams or girders and the U1 or V1 bars.
Keep 1 1/2" clearance between the angles of beam/girder chairs and the U2 or U3 bars.
Replace U1 bars with U3 bars at piles under beams or girders.
Replace U1 bars with V1 bars at piles between beams or girders.
See EPG 751.50 G1 Concrete Bents for appropriate notes to be placed with details.

751.35.4.2 Prestressed I-Girders, Bulb-Tee Girders and NU-Girders

751.35.4.2 2016.jpg
Part Section Near End Bent
751.35.4.2 sections.jpg
Section A-A Section B-B Section C-C
751.35.4.2 section d-d.jpg
  Place all U bars and V pairs parallel to centerline roadway.
751.35 circled 1.gif #6 U-bar 751.35 wide flange and plate girders--6-u-bar.gif at 9" centers between barrier curbs.
751.35 circled 2.gif U4 bars 751.35 wide flange and plate girders--5-u4-bar.gif and #6-U5 bars 751.35 wide flange and plate girders--6-u-bar.gif spliced with U1 and V1 bars. U4 bars shall be same size as U1 bars. Show lap length on plans as shown here.
751.35 circled 3.gif U1 bars 751.35 wide flange and plate girders-u1-bar.gif at 12" centers. #5 bars, except special cases. Replace with pairs of #5-V1 bars at piles. Make sure U1 and V1 bars extend enough to meet lap length requirement across backwall length.
751.35 circled 4.gif Stirrups shall clear step by 1 1/2" min.; if not, lengthen step or skew step.
751.35 circled 5.gif #6-V-bars at no more than 9” centers at the end of girders or beams.
751.35 circled 6.gif #5-H-bars (15”H x 24”V) @ about 12" centers placed parallel to centerline roadway. When approach slab haunch is expected to be greater than 18” at the roadway crown at the end of slab, slope the approach slab notch providing 12” of constant approach slab haunch or with SPM or SLE approval greater than 18” approach slab haunch may be used but increase vertical leg length of #5-H bars to ensure 12” minimum embedment.
Section D-D

Instructions:

Keep 1 1/2" clearance between the piles and the U1 or U2 bars.
Keep 1 1/2" clearance between the girders and the U1 or V1 bars.
Keep 1 1/2" clearance between the angles of girder chairs and the U2 or U3 bars.
Replace U1 bars with U3 bars at piles under the girders.
Replace U1 bars with V1 bars at piles between the girders.
See EPG 751.50 G1 Concrerte Bents for appropriate notes to be placed with details.

751.35.4.3 Wing Reinforcement

Prestressed I-girders shown in the following details, steel structures are similar.

751.35.4.3.jpg
Elevation of Wing Part Section
Thru Wing
* Keep a min. of 3" ctr. to ctr. spacing between #6 bars placed horizontally and #8 bars placed with grade.
751.35 circled 2.gif Use const. joint on steel structures only.
751.35.4.3 sections.jpg
Section A-A (Squared)
(K bars not shown for clarity)
Part Section Thru
End of Wing
751.35 circled 1.gif Use 90° standard hook in seismic areas.
751.35.4.3 skewed.jpg
Part Plan - Skewed End Bent
Instructions:
** See EPG 751.50 G1 Concrete Bents for note required for the #6-F bars.
See EPG 751.12.2.3 End Bent Reinforcement for details of K bars at integral end bents.

751.35.4.4 Skewed Bents

Prestressed I-girders shown in the following details, steel structures are similar.

The sections thru integral end bents previously shown shall be adjusted for skew as shown.

751.35.4. sections.jpg
Section Thru
Squared End Bent
(between piles and girders or beams)
Section Thru
Skewed End Bent
(between piles and girders or beams)
751.35 circled 1.gif Use same as bottom reinforcement.
751.35 circled 2.gif Use construction joint on steel structures only.
 
751.35.4.4 plan.jpg
Plan of
Squared End Bent
Plan of
Skewed End Bent

751.35.5 Details

751.35.5.1 Reinforcing Holes

Reinforcing Holes for Wide Flange Beams
751.35 details-section at end of stringer.gif 751.35 details-section a-a.gif
Section at End of Stringer Section A-A


WF Beam Depth Stud Spacing "A" Reinforcing Hole Spacing
21" 2 spa, @ 4/12" 4" 2 equal spaces
24" 2 spa. @ 6" 4" 2 equal spaces
27" 2 spa. @ 7 1/2" 4 1/2" 2 equal spaces
30" 3 spa. @ 6" 4 1/2" 3 equal spaces
33" 3 spa. @ 7" 4 1/2" 3 equal spaces
36" 4 spa. @ 6" 4 1/2" 3 equal spaces



Reinforcing Holes for Plate Girders
751.35 details-section at end of girder.gif
Section at End of Girder  
Note: Check the dead load (DL) on angles for girders 60" or larger.
  Bearing stiffeners are to be designed for DL1 (no SBC or FWS) and 50 psf construction load. (No web studs are required since bearing stiffener is provided).
(***) 1 1/16"ø holes for skews thru 20°. For skews > 20°, use slotted hole = 1 1/16" + 2(Web thickness)x(tan of the skew angle)


PL Girder Depth "A" Reinforcing Hole Spacing
39" 3 1/2" 4 equal spaces
42" 3 1/2" 5 equal spaces
48" 4" 5 equal spaces
54" 4 1/2" 6 equal spaces
60" 4" 8 equal spaces

751.35.5.2 Vertical Drains

751.35 vertical drains-elevation at end bent.gif
Elevation at End Bent
 
751.35 vertical drains-section a-a.gif 751.35 vertical drains-detail b.gif
Section A-A Detail "B"
 
751.35 vertical drains-detail c.gif 751.35 vertical drains-elevation of wing.gif
Detail "C" Elevation of Wing


751.35 vertical drains-elevation of wing1.gif 751.35 vertical drains-part plan.gif
Elevation of Wing Part Plan
Optional Bent Drain (*)
(*) Only if rock is encountered at outside of wings.