View source for 751.35 Concrete Pile Cap Integral End Bents

== 751.35.1 General ==


=== 751.35.1.1 Material Properties ===

{|
!colspan="2" align="left"|Concrete
|-
|width="250pt"|Class B Concrete (Substructure)||<math>\, f'_c</math>||= 3.0 ksi 
|-
|&nbsp;||<math>\, n</math>|| = 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,
::::::<math>E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}</math>		

Where:

:f'<sub>c</sub> in ksi
:w<sub>c</sub> = unit weight of nonreinforced concrete = 0.145 kcf
:K<sub>1</sub> = correction factor for source of aggregate
::= 1.0 unless determined by physical testing


Modulus of rupture,
::::::<math> f_r \ = \ 0.24 \sqrt{f'_{c}}</math> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp; LRFD 5.4.2.6

Where:
:f'<sub>c</sub> is in ksi



{|
!colspan="2" align="left"|Reinforcing Steel
|-
|width="250pt"|Minimum yield strength,||<math>\, f_y</math>||= 60.0 ksi 
|-
|width="250pt"|Steel modulus of elasticity,||<math>\, E_s</math>||= 29000 ksi
|}

== 751.35.2 Design ==


=== 751.35.2.1 Limit States and Factors ===

In general, each component shall satisfy the following equation:

<math>\, Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r</math>

Where:
{|
|<math>\, Q</math>||= Total factored force effect
|-
|<math>\, Q_i</math>||= Force effect
|-
|<math>\, \eta_i</math>||= Load modifier
|-
|<math>\, \gamma_i</math>||= Load factor
|-
|<math>\, \phi</math>||= Resistance factor
|-
|<math>\, R_n</math>||= Nominal resistance
|-
|<math>\, R_r</math>||= 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, <math>\, \phi</math> = 1.00


'''[[751.2_Loads#Load Modifiers|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 [[751.24_Retaining_Walls|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 [[751.2_Loads#Vehicular Collision Force, CT|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.


<center>[[Image:751.35 general design assumptions-pressure diagram for wing.gif]]</center>


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


<center>[[Image:751.35 general design assumptions-part section thru beam.gif]]</center>

<center>'''Part Section Thru Beam'''</center>

=== 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 [[751.11_Bearings|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.

<math>\, M_u = 0.2 R_u L + 0.13 WL^2</math>

Where:
{|
|<math>\, R_u</math>||= maximum interior girder reaction of factored superstructure loads, kips.
|-
|<math>\, L</math>||= pile spacing, ft.
|-
|<math>\, W</math>||= factored substructure loads equally distributed across the beam, k/ft.
|}


[[Image: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 – [[751.36_Driven_Piles|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.

<center>[[Image:751.35 beam reinforcement special case 1.gif]]</center>



'''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.

<center>[[Image:751.35 beam reinforcement special case 2.gif]]</center>

<center>(*) Dimensions are for illustration purposes only.</center>

== 751.35.3 Dimensions ==


=== 751.35.3.1 Front Sheet ===

{|
|valign="top"|Notes:||The following are details and dimensions for the Plan view on the Front Sheets.
|-
| &nbsp;||Details for unsymmetrical roadways will require dimensions tying Centerline Lane to Centerline Structure.
|}


<center>[[Image:751.35 front sheet-plan of end bent.gif]]</center>

=== 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.

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 wing brace details-skews 0 thru 45.gif]]
|-
!Skews 0° thru 45°
|-
| &nbsp;
|-
|[[Image:751.35 wing brace details-skews 45 thru 55.gif]]
|-
!Skews 45°00'01" thru 55°
|-
| &nbsp;
|-
|[[Image:751.35 wing brace details-skews 55 and over.gif]]
|-
!Skews 55°00'01" and Over
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left"|Left advance shown, right advance similar.
|}

=== 751.35.3.3 Prestressed Girder End Bent ===

{|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 prestressed girder end bent-section a-a.gif]]
|-
!width="50%"|Section Near Wing||Section A-A
|}
{|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 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 3.gif]]||align="left" width="400pt" |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”

|-
|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" |See [[751.12_Protective_Barricades|EPG 751.12 Protective Barricades]] for barrier curb details.
|}


{|align="center"
|-
|colspan="2"|[[Image:751.35 prestressed girder end bent-detail of keyed const jt.gif]]
|-
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
|}


{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 prestressed girder end bent-elevation.gif]]
|-
!Elevation
|-
| &nbsp;
|-
|[[Image:751.35 prestressed girder end bent-plan (square).gif]]
|-
!Plan (Squared)
|-
| &nbsp;
|-
|[[Image:751.35 prestressed girder end bent-plan (skewed).gif]]
|-
!Plan (Skewed)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left" width="400pt" |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.
|-
| ||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.
|}

=== 751.35.3.4 Steel Girder or Beam End Bent ===

{|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 steel girder or beam end bent-section a-a.gif]]
|-
!width="50%"|Section Near Wing||Section A-A
|}
{|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 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 3.gif]]||align="left" width="400pt" |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”

|-
|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" |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.
|}


{|align="center"
|-
|colspan="2"|[[Image:751.35 steel girder or beam end bent-detail of keyed const jt.gif]]
|-
!width="35%"|Detail of Keyed<br/>Const. Jt.|| &nbsp;
|}


{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 steel girder or beam end bent-elevation.gif]]
|-
!Elevation
|-
| &nbsp;
|-
|[[Image:751.35 steel girder or beam end bent-plan (square).gif]]
|-
!Plan (Squared)
|-
| &nbsp;
|-
|[[Image:751.35 steel girder or beam end bent-plan (skewed).gif]]
|-
!Plan (Skewed)
|}

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left" width="400pt" |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.
|-
| ||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" |3" cl. between sole plate and keyed const. joint (Typ.)
|}

=== 751.35.3.5 Wing & Detached Wing Walls ===

{|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"| &nbsp;
|-
|colspan="2"|[[Image:751.35 wings and detached wing walls-detached wing.gif]]
|-
|colspan="2"| &nbsp;
|-
|[[Image:751.35 wings and detached wing walls-section a-a.gif]]
|[[Image:751.35 wings and detached wing walls-detail c.gif]]
|-
!Section A-A||Detail "C"
|-
|colspan="2"| &nbsp;
|-
|[[Image:751.35 wings and detached wing walls-detail b.gif]]
|[[Image:751.35 wings and detached wing walls-section d-d.gif]]
|-
!Detail "B"||Section D-D
|}

{|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" valing="top"|(**)||width="400pt"|See [[751.24 LFD Retaining Walls|EPG 751.24 LFD Retaining Walls]].
|}

== 751.35.4 Reinforcement ==


=== 751.35.4.1 Wide Flange Beams & Plate Girders ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="3"|[[Image:751.35.4.2.jpg|700px]]
|-
!colspan="3"|Part Section Near End Bent
|-
|[[Image:751.35.4.2 aa.jpg|225px]]
|[[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
|-
|[[Image:751.35.4.2 dd.jpg|225px]]
|rowspan="5" colspan="2"|
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|&nbsp;||align="left" width="400pt" |Place all U bars and V pairs parallel to centerline roadway.
|-
|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 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 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 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 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 8.gif]]||align="left" width="400pt" |Same number of bars as 1 1/16" round holes in beam or girder.
|}
|-
!Section D-D
|-
|&nbsp;
|-
|&nbsp;
|-
|&nbsp;
|}

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 [http://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#G1._Concrete_Bents 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 ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="3"|[[Image:751.35.4.1.jpg|700px]]
|-
!colspan="3"|Part Section Near End Bent
|-
|[[Image:751.35.4.1 aa.jpg|225px]]
|[[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
|-
|[[Image:751.35.4.1 dd.jpg|225px]]
|rowspan="5" colspan="2"|
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|&nbsp;||align="left" width="400pt" |Place all U bars and V pairs parallel to centerline roadway.
|-
|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 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 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 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. 
|}
|-
!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 [http://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#G1._Concrete_Bents 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.

{|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 wide flanges-plate girders and prestressed girders-part section thru wing.gif]]
|-
!valign="top"|Elevation of Wing||Part Section<br/>Thru Wing
|}
{|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"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |Use const. joint on steel structures only.
|}
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 wide flanges-plate girders and prestressed girders-section a-a (square).gif]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part section thru end of wing.gif]]
|-
|valign="top"|'''Section A-A (Squared)'''<br/>(K bars not shown for clarity)||'''Part Section Thru<br/>End of Wing'''
|}
{|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" |Use 90° standard hook in seismic areas.
|}
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan - skewed end bent.gif]]
|-
!Part Plan - Skewed End Bent
|}
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|Instructions: 
|-   
|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.
|}

===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. 

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 wide flanges-plate girders and prestressed girders-section thru square end bent.gif]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-section thru skewed end bent.gif]]
|-
!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)
|-
|valign="top" align="right"|[[Image:751.35 circled 1.gif]]||align="left" width="400pt" |Use same as bottom reinforcement.
|-
|valign="top" align="right"|[[Image:751.35 circled 2.gif]]||align="left" width="400pt" |Use construction joint on steel structures only.
|-
|colspan="2"| &nbsp;
|-
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan of square end bent.gif]]
|[[Image:751.35 wide flanges-plate girders and prestressed girders-part plan of skewed end bent.gif]]
|-
!Plan of<br/>Squared End Bent||Plan of<br/>Skewed End Bent
|}

== 751.35.5 Details ==


=== 751.35.5.1 Reinforcing Holes ===

<div id="web hole tabel"></div>
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Reinforcing Holes for Wide Flange Beams'''
|[[Image:751.35 details-section at end of stringer.gif]]
|[[Image:751.35 details-section a-a.gif]]
|-
!Section at End of Stringer||Section A-A
|}


{|border="1" cellpadding="5" cellspacing="0" align="center" style="text-align:center"
|-
!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
|}





{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|+'''Reinforcing Holes for Plate Girders'''
|colspan="2"|[[Image:751.35 details-section at end of girder.gif]]
|-
!width="45%"|Section at End of Girder|| &nbsp;
|}
{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top" align="right"|Note:||align="left" width="400pt" |Check the dead load (DL) on angles for girders 60" or larger.
|-
| &nbsp;||align="left" width="400pt"|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).
|-
|valign="top" align="right"|(***)||align="left" width="400pt"|1 1/16"&oslash; holes for skews thru 20°.  For skews > 20°, use slotted hole = 1 1/16" + 2(Web thickness)x(tan of the skew angle)
|}


{|border="1" cellpadding="5" cellspacing="0" align="center" style="text-align:center"
|-
!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 ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.35 vertical drains-elevation at end bent.gif]]
|-
!colspan="2"|Elevation at End Bent
|-
|colspan="2"| &nbsp;
|-
|[[Image:751.35 vertical drains-section a-a.gif]]
|[[Image:751.35 vertical drains-detail b.gif]]
|-
!Section A-A||Detail "B"
|-
|colspan="2"| &nbsp;
|-
|[[Image:751.35 vertical drains-detail c.gif]]
|[[Image:751.35 vertical drains-elevation of wing.gif]]
|-
!Detail "C"||Elevation of Wing
|}



{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|[[Image:751.35 vertical drains-elevation of wing1.gif]]
|[[Image:751.35 vertical drains-part plan.gif]]
|-
!Elevation of Wing||Part Plan
|-
!colspan="2"|Optional Bent Drain (*)
|-
|colspan="2"|(*) Only if rock is encountered at outside of wings.
|}

[[Category:751 LRFD Bridge Design Guidelines]]