751.33 Concrete Semi Deep Abutments - Revision history

Smithk: /* 751.33.4.1 Front Elevation */ Per BR, updated link

2022-01-11T18:43:03Z

751.33.4.1 Front Elevation: Per BR, updated link

← Older revision		Revision as of 13:43, 11 January 2022
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	Epoxy coat all reinforcing in abutment slab, bearing beam, curtain wall, apron wall, backwall, and transverse approach beam.		Epoxy coat all reinforcing in abutment slab, bearing beam, curtain wall, apron wall, backwall, and transverse approach beam.

	When expansion devise is present use details of [[751.~~13_Expansion_Devices~~#751.13.1.~~4_Details_of_Substructure_Projection~~\|protective coating and sloping top of beam to drain]].		When expansion devise is present use details of [[751.13 Expansion Joint Systems#751.13.1.4 Details of Substructure Protection\|protective coating and sloping top of beam to drain]].

	(*) If height of [[#Equivalent Fluid Pressure A\|Equivalent Fluid Pressure A]] is greater than 5 ft. or if apron wall extends more than 15 ft. below bearing beam, reinforcement will need to be verified.		(*) If height of [[#Equivalent Fluid Pressure A\|Equivalent Fluid Pressure A]] is greater than 5 ft. or if apron wall extends more than 15 ft. below bearing beam, reinforcement will need to be verified.

Smithk: /* 751.33.2 Design */ Per BR, minor clarifications related to barrier pay items

2020-08-05T18:33:39Z

751.33.2 Design: Per BR, minor clarifications related to barrier pay items

← Older revision		Revision as of 13:33, 5 August 2020
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	'''Dead Loads'''		'''Dead Loads'''

	Loads from stringers/girders shall be applied as concentrated loads at the intersection of the centerline of stringer/girder and the centerline of the bearing.		Loads from stringers/girders shall be applied as concentrated loads at the intersection of the centerline of stringer/girder and the centerline of the bearing.
	Loads from ~~Abutment~~ components (~~Abutment Slab~~, ~~Barrier Curb~~, ~~Wings~~, ~~Apron~~, ~~Curtain Wall~~, etc) shall be applied to the ~~Bearing Beam~~ and ~~Transverse Approach Beam~~ respectively as uniform distributed loads for the computation of pile loads and reinforcement.
			Loads from abutment components (abutment slab, barrier or railing, wings, apron, curtain wall, etc.) shall be applied to the bearing beam and transverse approach beam respectively as uniform distributed loads for the computation of pile loads and reinforcement.


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	Use an equivalent fluid pressure of 45 pcf.		Use an equivalent fluid pressure of 45 pcf.

	Include a collision impact load applied to the barrier ~~curb~~ transferred to the wing.		Include a collision impact load applied to the barrier or railing transferred to the wing.

	Assume LL surcharge lateral load of 90 pcf.		Assume LL surcharge lateral load of 90 pcf.

Smithk: /* 751.33.4.2 Wing Elevation */ Per BR, updated link and info related to recent changes in EPG 751.12

2020-06-10T18:37:31Z

751.33.4.2 Wing Elevation: Per BR, updated link and info related to recent changes in EPG 751.12

← Older revision		Revision as of 13:37, 10 June 2020
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	\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|#6 Bars at 8” cts. (Each face)		\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|#6 Bars at 8” cts. (Each face)
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 6.gif]]\|\|align="left" width="400pt" \|~~See~~ [[751.~~12_Protective_Barricades~~#barrier ~~curb details-semi deep~~\|~~barrier curb details~~]] and ~~spacing of K bars~~.		\|valign="top"\|[[Image:751.33 circled 6.gif]]\|\|align="left" width="400pt" \|For details of K bars, see [[751.12 Barriers, Curbs and Fences#751.12.1.4.3 End of Barrier Reinforcement\|EPG 751.12.1.4.3 End of Barrier Reinforcement]] for Type B barrier and [[751.12 Barriers, Curbs and Fences#751.12.1.3.3 End of Barrier Reinforcement\|EPG 751.12.1.3.3 End of Barrier Reinforcement]] for Type D and H barriers.
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 7.gif]]\|\|align="left" width="400pt" \|If end of wing wall is greater than 5’-0” deep, reinforcement will need to be verified.		\|valign="top"\|[[Image:751.33 circled 7.gif]]\|\|align="left" width="400pt" \|If end of wing wall is greater than 5’-0” deep, reinforcement will need to be verified.

Smithk: /* 751.33.1.1 Material Properties */Per Bridge, revised modulus of rupture information to meet latest AASHTO LRFD bridge design specifications.

2014-04-22T15:28:25Z

751.33.1.1 Material Properties: Per Bridge, revised modulus of rupture information to meet latest AASHTO LRFD bridge design specifications.

← Older revision		Revision as of 10:28, 22 April 2014
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	::= 1.0 unless determined by physical testing		::= 1.0 unless determined by physical testing

	{\|		Modulus of rupture,
	\|Modulus of rupture:~~\|\|For minimum reinforcement,\|\|~~<math>\~~, f_r~~ = 0.37 \sqrt{f'_c}</math>		::::::<math> f_r \ = \ 0.24 \sqrt{f'_{c}}</math>       LRFD 5.4.2.6
	\|-
	\| ~~\|\|For all other calculations,\|\|<math>\, f_r = 0~~.~~24 \sqrt{~~f'~~_c}</math>~~		Where:
	\|-		:f'<sub>c</sub> is in ksi
	\|<~~math~~>~~\, \sqrt{f'_c}~~</~~math~~> ~~ ~~is in ~~units of~~ ksi~~\|\|  \|\|  ~~
	\|}

Smithk: /* 751.33.1.1 Material Properties */ Per Bridge, clarification of modulus of elasticity formula

2012-02-10T19:34:10Z

751.33.1.1 Material Properties: Per Bridge, clarification of modulus of elasticity formula

← Older revision		Revision as of 14:34, 10 February 2012
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	\|}		\|}

	{\|		Modulus of elasticity,
	~~\|width="250pt"\|Concrete modulus~~ of elasticity,\|\|<math>\, E_c = ~~33000~~ K_1 w_c ~~\sqrt [~~1.5]{f'_c}</math>		::::::<math>E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}</math>
	\|}
	:{\|		Where:
	~~\|Where~~:
	\|-		:f'<sub>c</sub> in ksi
	~~\|align="right"\|~~<~~math~~>~~\, w_c~~</~~math~~>~~\|\|colspan="2"\|~~= unit weight of ~~non-reinforced~~ concrete = 0.145 kcf		:w<sub>c</sub> = unit weight of nonreinforced concrete = 0.145 kcf
	\|-		:K<sub>1</sub> = correction factor for source of aggregate
	~~\|align="right"\|~~<~~math~~>~~\, K_1~~</~~math~~>~~\|\|colspan="2"\|~~= correction factor for source of aggregate = 1.0		::= 1.0 unless determined by physical testing
	\|}
	{\|		{\|
	\|Modulus of rupture:\|\|For minimum reinforcement,\|\|<math>\, f_r = 0.37 \sqrt{f'_c}</math>		\|Modulus of rupture:\|\|For minimum reinforcement,\|\|<math>\, f_r = 0.37 \sqrt{f'_c}</math>

Smithk: attached article to new 751

2010-04-15T15:12:47Z

attached article to new 751

← Older revision		Revision as of 10:12, 15 April 2010
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	[[Category:751 LRFD ~~Manual General~~]]		[[Category:751 LRFD Bridge Design Guidelines]]

Smithk: minor clarifications to differentiate EPG articles (that are referenced as "articles", not "sections") from specifications (that are referenced as "sections")

2010-04-05T16:58:58Z

minor clarifications to differentiate EPG articles (that are referenced as "articles", not "sections") from specifications (that are referenced as "sections")

← Older revision		Revision as of 11:58, 5 April 2010
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	\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|Use 3” (min.) and 6” (max.) (Typ.).		\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|Use 3” (min.) and 6” (max.) (Typ.).
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|See [[751.33_Concrete_Semi_Deep_Abutments#751.33.4.5_Bearing_Beam\|~~Section~~ 751.33.4.5]]		\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|See [[751.33_Concrete_Semi_Deep_Abutments#751.33.4.5_Bearing_Beam\|EPG 751.33.4.5]]
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|Varies (12” max.)		\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|Varies (12” max.)

EPG-Admin: Typographical corrections.

2009-09-30T17:49:39Z

Typographical corrections.

← Older revision		Revision as of 12:49, 30 September 2009
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	\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|Top of curtain wall to be 2” below the slab of the adjoining span.		\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|Top of curtain wall to be 2” below the slab of the adjoining span.
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|An access door shall be used only when called for on the Design Layout Sheet.		\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|An access door shall be used only when called for on the Design Layout Sheet (based on utility need or removal of form need).
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|It may be necessary to increase Abutment Length so end of wing extends beyond the intersection of the ground line and top of slab at the outside edge of wing.		\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|It may be necessary to increase Abutment Length so end of wing extends beyond the intersection of the ground line and top of slab at the outside edge of wing.
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	\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|If length is greater than 15’-0”, Apron wall reinforcement shall be designed.		\|valign="top"\|[[Image:751.33 circled 3.gif]]\|\|align="left" width="400pt" \|If length is greater than 15’-0”, Apron wall reinforcement shall be designed.
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 4.gif]]\|\|align="left" width="400pt" \|Abutment Slab Depth + 1/2” (~~min~~.)		\|valign="top"\|[[Image:751.33 circled 4.gif]]\|\|align="left" width="400pt" \|Abutment Slab Depth + 1/2” (Min.)
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|12” (~~min~~.) at gutter line to the top of the Transverse Approach Beam, except when the Abutment Slab depth is 12” or greater, then place the top of the Transverse Approach Beam 1/2” below the bottom of the slab.		\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|12” (Min.) at gutter line to the top of the Transverse Approach Beam, except when the Abutment Slab depth is 12” or greater, then place the top of the Transverse Approach Beam 1/2” below the bottom of the slab.
	\|-		\|-
	\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of ~~pipe~~ to face of beam.		\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of pile to face of beam.
	\|}		\|}

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	\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|30” or 2.5 x pile diameter (Min.), 12’-0” (Max.) spacing, 1” increments.		\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|30” or 2.5 x pile diameter (Min.), 12’-0” (Max.) spacing, 1” increments.
	\|-		\|-
	\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of ~~pipe~~ to face of beam.		\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of pile to face of beam.
	\|}		\|}

EPG-Admin: Change minimum distance from 9" to 8" from outside edge of pile to face of beam on concrete pile cap integral and non-integral end bents, intermediate pile cap bents, semi-deep abutment beam caps.

2009-06-22T18:34:50Z

Change minimum distance from 9" to 8" from outside edge of pile to face of beam on concrete pile cap integral and non-integral end bents, intermediate pile cap bents, semi-deep abutment beam caps.

← Older revision		Revision as of 13:34, 22 June 2009
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	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|12” (min.) at gutter line to the top of the Transverse Approach Beam, except when the Abutment Slab depth is 12” or greater, then place the top of the Transverse Approach Beam 1/2” below the bottom of the slab.		\|valign="top"\|[[Image:751.33 circled 5.gif]]\|\|align="left" width="400pt" \|12” (min.) at gutter line to the top of the Transverse Approach Beam, except when the Abutment Slab depth is 12” or greater, then place the top of the Transverse Approach Beam 1/2” below the bottom of the slab.
			\|-
			\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of pipe to face of beam.
	\|}		\|}

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	\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|21” (Min.), 2’-0” (Max).		\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|21” (Min.), 2’-0” (Max).
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|30” or 2.5 X pile diameter (Min.), 12’-0” (Max.) spacing, 1” increments.		\|valign="top"\|[[Image:751.33 circled 2.gif]]\|\|align="left" width="400pt" \|30” or 2.5 x pile diameter (Min.), 12’-0” (Max.) spacing, 1” increments.
			\|-
			\|valign="top"\|(*)\|\|Provide a minimum of 8" cl. from outside edge of pipe to face of beam.
	\|}		\|}

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	See ~~table~~ below for [[#reinforcement\|reinforcement]] not shown.		See Table below for [[#reinforcement\|reinforcement]] not shown.

	All transverse steel to be placed parallel to the backwall. All main steel to be placed parallel to the centerline of roadway.		All transverse steel to be placed parallel to the backwall. All main steel to be placed parallel to the centerline of roadway.
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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"
	\|-		\|-
	\| \|\|align="left"\|See ~~table~~ below for [[#reinforcement\|reinforcement]].		\| \|\|align="left"\|See Table below for [[#reinforcement\|reinforcement]].
	\|-		\|-
	\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|2 1/2" Cl. (To clear the const. joint key).		\|valign="top"\|[[Image:751.33 circled 1.gif]]\|\|align="left" width="400pt" \|2 1/2" Cl. (To clear the const. joint key).

EPG-Admin at 18:18, 28 September 2007

2007-09-28T18:18:18Z

New page

== 751.33.1 General ==

=== 751.33.1.1 Material Properties ===

{|
!colspan="2" align="left"|Concrete
|-
|width="250pt"|Class B Concrete (Substructure)||<math>\, f'_c</math>||= 3.0 ksi
|-
| ||<math>\, n</math>|| = 10 ksi
|-
|width="250pt"|Class B-2 Concrete (Abutment Slab)||<math>\, f'_c</math>||= 4.0 ksi
|-
| ||<math>\, n</math>|| = 8 ksi
|}

{|
|width="250pt"|Concrete modulus of elasticity,||<math>\, E_c = 33000 K_1 w_c \sqrt [1.5]{f'_c}</math>
|}
:{|
|Where:
|-
|align="right"|<math>\, w_c</math>||colspan="2"|= unit weight of non-reinforced concrete = 0.145 kcf
|-
|align="right"|<math>\, K_1</math>||colspan="2"|= correction factor for source of aggregate = 1.0
|}
{|
|Modulus of rupture:||For minimum reinforcement,||<math>\, f_r = 0.37 \sqrt{f'_c}</math>
|-
| ||For all other calculations,||<math>\, f_r = 0.24 \sqrt{f'_c}</math>
|-
|<math>\, \sqrt{f'_c}</math>  is in units of 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
|}

== 751.33.2 Design ==

=== 751.33.2.1 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 6.5.4.2 and LRFD 5.5.4.2
:For all other limit states, <math>\, \phi</math> = 1.00

'''[[751.2_Loads#Load Modifiers|Load Modifiers]]'''

=== 751.33.2.2 Distribution of Loads ===

'''Dead Loads'''

Loads from stringers/girders shall be applied as concentrated loads at the intersection of the centerline of stringer/girder and the centerline of the bearing.
Loads from Abutment components (Abutment Slab, Barrier Curb, Wings, Apron, Curtain Wall, etc) shall be applied to the Bearing Beam and Transverse Approach Beam respectively as uniform distributed loads for the computation of pile loads and reinforcement.

'''Live Loads'''

Loads from stringers/girders shall be applied as concentrated loads at the intersection of the centerline of stringer/girder and the centerline of the bearing.
Loads from the Abutment Slab shall be applied to the Transverse Approach Beam as a uniform distributed load for the computation of pile loads and reinforcement. No Live load shall be distributed through the Abutment Slab to the Bearing Beam for computations of pile loads or reinforcement

'''Wind, Temperature, Frictional Loads'''

These loads shall be disregarded, except for special cases or if specified by the Structural Project Manager, or on the Design Layout Sheet.

<div id="Equivalent Fluid Pressure A"></div>
'''Earth Pressure Loads'''

Earth pressure loads are applied to the apron wall and part of the wing wall that extends past the transverse approach beam respectively. All tables have these forces already incorporated. For all special designs, these forces shall be applied appropriately.

<center>[[Image:751.33 distribution of loads-elevaton.gif]]

(*) Or compute using the <math>\, \phi</math> angle, when it is given

Note: Do not use earth pressure on the front faces.

'''Elevation'''</center>

=== 751.33.2.3 Design Assumptions ===

'''Abutment Slab'''

Assume a uniform 3” wearing surface load.
Assume slab to be acting one-way parallel with roadway.

'''Bearing Beam'''

The beam is assumed continuous over supports at centerline of piles.
Live loads are applied to the superstructure only. Live loads are not simultaneously applied to the abutment slab.

'''Transverse Approach Beam'''

The beam is assumed continuous over supports at centerline of piles.
The beam is assumed to carry half of the dead load of the approach slab.
Live loads are applied to the abutment slab only. Live loads are not simultaneously applied to the approach slab.

'''Apron Wall'''

Assume apron wall to be cantilevered off of bearing beam with no support from battered piles.
Use an equivalent fluid pressure of 45 pcf.

'''Wing Wall'''

Assume wing wall to be cantilevered at the fill face side of the transverse approach beam.

Assume 1’-0” of soil braces wing wall bottom at short end of wall.

Use an equivalent fluid pressure of 45 pcf.

Include a collision impact load applied to the barrier curb transferred to the wing.

Assume LL surcharge lateral load of 90 pcf.

'''Piles'''

Stresses in the piles due to bending need not be considered in design calculations, except for seismic design.

=== 751.33.2.4 Design Process ===

There are many ways to go about designing a Semi-Deep Abutment. Below is one process, which will work for most standard abutments. A majority of the steps are interchangeable, and can be switched to meet the designers’ preference.
:Design geometry of abutment
:Calculate the size and number of piles required for the bearing beam
:Determine the bearing beam reinforcement
:Calculate the size and number of piles required for the transverse beam
:Determine the other abutment components reinforcement

== 751.33.3 Geometry ==

Use the standard illustrations in this section, information from your superstructure calculations, and the design layout sheet to design the geometry of the abutment.

=== 751.33.3.1 Wing Elevation ===

<center>[[Image:751.33 geometry-wing elevation.gif]]</center>

<center>'''Wing Elevation'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |Top of curtain wall to be 2” below the slab of the adjoining span.
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |An access door shall be used only when called for on the Design Layout Sheet.
|-
|valign="top"|[[Image:751.33 circled 3.gif]]||align="left" width="400pt" |It may be necessary to increase Abutment Length so end of wing extends beyond the intersection of the ground line and top of slab at the outside edge of wing.
|-
|valign="top"|[[Image:751.33 circled 4.gif]]||align="left" width="400pt" |Working points shall include elevations at grade for the bridge.
|-
|valign="top"|[[Image:751.33 circled 5.gif]]||align="left" width="400pt" |Slope Transverse Beam both top and bottom when the Abutment Slab haunch exceeds 6” (at gutter line).
|}

=== 751.33.3.2 Cross-Section ===

<center>[[Image:751.33 geometry-cross section.gif]]</center>

<center>'''Cross-Section'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |Check the profile sheet with Design Layout for the slope of finish ground line.
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |Check the clearance of anchor bolt wells; increase beam depth if needed.
|-
|valign="top"|[[Image:751.33 circled 3.gif]]||align="left" width="400pt" |If length is greater than 15’-0”, Apron wall reinforcement shall be designed.
|-
|valign="top"|[[Image:751.33 circled 4.gif]]||align="left" width="400pt" |Abutment Slab Depth + 1/2” (min.)
|-
|valign="top"|[[Image:751.33 circled 5.gif]]||align="left" width="400pt" |12” (min.) at gutter line to the top of the Transverse Approach Beam, except when the Abutment Slab depth is 12” or greater, then place the top of the Transverse Approach Beam 1/2” below the bottom of the slab.
|}

=== 751.33.3.3 Plan View ===

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|colspan="2"|[[Image:751.33 geometry-plan view.gif]]
|-
!Square Structures||Skewed Structures
|-
!colspan="2"|Plan View
|}

=== 751.33.3.4 Front Elevation ===

<center>[[Image:751.33 geometry-front elevation.gif]]</center>

<center>'''Front Elevation'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |Slope toe of Apron Wall when the ends of the walls differ in elevations by more than 2’-0”. (or when beam is sloped)
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |Slope top of backwall when the slab haunch exceeds 6” (at gutter line).
|}

=== 751.33.3.5 Pile Location ===

<center>[[Image:751.33 geometry-pile location2.gif]]</center>

<center>'''Pile Location'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |21” (Min.), 2’-0” (Max).
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |30” or 2.5 X pile diameter (Min.), 12’-0” (Max.) spacing, 1” increments.
|}

== 751.33.4 Reinforcement ==

=== 751.33.4.1 Front Elevation ===

<center>[[Image:751.33 reinforcement-front elevation1.gif]]</center>

<center>'''Front Elevation'''</center>

See table below for [[#reinforcement|reinforcement]] not shown.

All transverse steel to be placed parallel to the backwall. All main steel to be placed parallel to the centerline of roadway.

Epoxy coat all reinforcing in abutment slab, bearing beam, curtain wall, apron wall, backwall, and transverse approach beam.

When expansion devise is present use details of [[751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Projection|protective coating and sloping top of beam to drain]].

(*) If height of [[#Equivalent Fluid Pressure A|Equivalent Fluid Pressure A]] is greater than 5 ft. or if apron wall extends more than 15 ft. below bearing beam, reinforcement will need to be verified.

=== 751.33.4.2 Wing Elevation ===

<center>[[Image:751.33 reinforcement-wing elevation.gif]]</center>

<center>'''Wing Elevation'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |Varies (12” Max.)
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |#4 Bars at 12” cts. (Each face)
|-
|valign="top"|[[Image:751.33 circled 3.gif]]||align="left" width="400pt" |#5 Bars at 12” cts. (Each face)
|-
|valign="top"|[[Image:751.33 circled 4.gif]]||align="left" width="400pt" |12” (Min.) (Development length)
|-
|valign="top"|[[Image:751.33 circled 5.gif]]||align="left" width="400pt" |#6 Bars at 8” cts. (Each face)
|-
|valign="top"|[[Image:751.33 circled 6.gif]]||align="left" width="400pt" |See [[751.12_Protective_Barricades#barrier curb details-semi deep|barrier curb details]] and spacing of K bars.
|-
|valign="top"|[[Image:751.33 circled 7.gif]]||align="left" width="400pt" |If end of wing wall is greater than 5’-0” deep, reinforcement will need to be verified.
|}

=== 751.33.4.3 Cross-Section ===

<center>[[Image:751.33 reinforcement-cross section1.gif]]</center>

<center>'''Cross Section'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
| ||align="left"|See table below for [[#reinforcement|reinforcement]].
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |2 1/2" Cl. (To clear the const. joint key).
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |#4 @ 12" cts. (Max).
|}

<div id="reinforcement"></div>
{|border="1" style="text-align:center" cellpadding="5" align="center" cellspacing="0"
|+'''Reinforcement'''
|rowspan="3"|Abutment<br/>Slab Design<br/>Lengths (*)
|rowspan="3"|Uniform<br/>Abutment<br/>Slab<br/>Thickness
|rowspan="3"|Axle<br/>Vehicle<br/>Live Load<br/>(***)
|rowspan="3"|Abutment<br/>Slab Bottom<br/>Steel<br/>Parallel to<br/>C.L. Rdwy.
|rowspan="3"|Abutment<br/>Slab Top<br/>Steel Each<br/>Way
|colspan="6"|Transverse Approach Beam Reinforcement<br/>(Top & Bot.) (****)
|-
|colspan="6"|Pile Spacing
|-
|<math>\, \le</math> 7'||8'||9'||10'||11'||12'
|-
|10'-0"||11"||40.00 k||#8 at 9" cts.||#4 at 18" cts.||4-#6||4-#6||4-#6||4-#6||4-#7||4-#8
|-
|15'-0"||12"||43.33 k||#8 at 8" cts.||#4 at 12" cts.||4-#6||4-#6||4-#6||4-#7||4-#7||4-#8
|-
|20'-0"||15"||45.00 k||#8 at 7" cts.||#4 at 12" cts.||4-#6||4-#6||4-#7||4-#7||4-#8||4-#8
|-
|25'-0"||17"||46.08 k||#8 at 5" cts.||#4 at 12" cts.||4-#6||4-#6||4-#7||4-#7||4-#8||6-#8
|-
|30'-0"||20"||49.60 k||#9 at 6" cts.||#5 at 12" cts.||4-#6||4-#7||4-#7||4-#8||6-#8||6-#8
|-
|35'-0"||22"||52.80 k||#9 at 5" cts.||#5 at 12" cts.||4-#6||4-#7||4-#8||4-#8||6-#8||6-#8
|-
|colspan="5"|Transverse Approach Beam Stirrup Size||#4||#4||#5||#5||#6||#6
|}

(*) Abutment slab design length is measured from the center of the backwall to the center of the approach beam along the centerline of roadway.

(**) For abutment slabs with lengths greater than 35’-0”, an intermediate bent is required inside the semi-deep abutment. Top and bottom reinforcement for these slabs shall be designed by the designer.

(***) Use the axle vehicle live load for calculating pile loads for the transverse approach beam.

(****) 4-#9’s can be used in lieu of 6-#8’s if spacing restrictions require fewer bars.

=== 751.33.4.4 Plan View ===

<center>[[Image:751.33 reinforcement-section at upper construction joint.gif]]</center>

<center>'''Section at Upper Construction Joint'''</center>

<center>[[Image:751.33 reinforcement-plan of bearing beam below lower keyed construction joint.gif]]</center>

<center>'''Plan of Bearing Beam below Lower Keyed Construction Joint'''</center>

{|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
|-
| ||See table above for [[#reinforcement|reinforcement]] not shown.
|-
|valign="top"|[[Image:751.33 circled 1.gif]]||align="left" width="400pt" |Use 3” (min.) and 6” (max.) (Typ.).
|-
|valign="top"|[[Image:751.33 circled 2.gif]]||align="left" width="400pt" |See [[751.33_Concrete_Semi_Deep_Abutments#751.33.4.5_Bearing_Beam|Section 751.33.4.5]]
|-
|valign="top"|[[Image:751.33 circled 3.gif]]||align="left" width="400pt" |Varies (12” max.)
|-
|valign="top"|[[Image:751.33 circled 4.gif]]||align="left" width="400pt" |Stirrup to be centered over pile (Typ.).
|-
|valign="top"|[[Image:751.33 circled 5.gif]]||align="left" width="400pt" |If nominal pile capacity is greater than 110 tons, stirrup size and spacing needs to be verified.
|}

=== 751.33.4.5 Bearing Beam ===

<center>[[Image:751.33 reinforcement-basic assumption (continuous beam).gif]]</center>

<center>'''Basic Assumption (Continuous Beam)'''</center>

{|
|<math>\, M</math>||= <math>\, 0.20PL + 0.13WL^2 </math>
|-
|<math>\, P</math>||= Superstructure Loads (Applied through beam seat)
|-
|<math>\, W</math>||= Uniform DL (Abutment Components)
|-
|<math>\, L</math>||= Pile Spacing (ft.)
|}

<math>\, M_u = 1.25 M_{DL} + 1.50M_{FWS} + 1.75M_{LL}</math>

<math>\, R_u = \frac {M_u}{\phi bd^2}</math>

<math>\, \phi = 0.90</math>

<math>\, \rho = \frac{0.85 f'_c}{f_y} \Bigg( 1 - \sqrt {1 - \frac {2R_u}{0.85 f'_c}} \Bigg)</math>

{|cellpadding="3"
|width="250pt"|Min. Reinforcement:||rowspan="8"|[[Image:751.33 reinforcement-section thru beam.gif]]
|-
|<math>\, M_n > min. \begin{cases}
1.2M_{cr} \\
1.33M_u
\end{cases}</math>
|-
|  
|-
|Crack Control Parameters:
|-
|<math>\, \beta_s = 1 + \frac {d_c}{0.7(h-d_c)}</math>
|-
|<math>\, s \le \frac {700 \gamma_e}{\beta_s f_s} - 2d_c</math>
|}

See LRFD 5.7.3.4 for variable definitions.

=== 751.33.4.6 Pile Haunches ===

<center>[[Image:751.33 reinforcement-part section thru bearing beam.gif]]</center>

<center>'''Part Section Thru Bearing Beam'''</center>
<center>(*) Provide appropriate notes for steel H pile and steel pile shells.</center>

<center>[[Image:751.33 reinforcement-plan of bearing beam below lower construction joint.gif]]</center>

<center>'''Plan of Bearing Beam below lower construction joint'''</center>
<center>(Showing typical dimensions for different pile types)</center>

== 751.33.5 Details ==

=== 751.33.5.1 Front Sheet ===

Figure shown below is an example of the information to be included on the abutment plan view on the first sheet of the plans.

<center>[[Image:751.33 details-plan view.gif]]</center>

<center>'''Plan View'''</center>

Details for unsymmetrical roadways will require dimensions tying centerline of roadway to centerline of structure. (Pile coordinates shall be to centerline of roadway)

=== 751.33.5.2 Ground line within Abutments ===

Figure shown below shall be detailed on the first or second sheet of the plans.

<center>[[Image:751.33 details-ground line and piling in abutments.gif]]</center>

<center>'''Ground Line and Piling in Abutments'''</center>

=== 751.33.5.3 Construction Joints ===

<center>[[Image:751.33 details-construction joints1.gif]]</center>

<blockquote>
(*) When the total length of beam and backwall exceeds 60'-0", use keyed construction joint at or near centerline Abutment as shown, perferably located at a 1/4 point between piles
</blockquote>

<center>[[Image:751.33 details-construction joints2.gif]]</center>

<center>'''Construction Joints'''</center>

=== 751.33.5.4 Access Door ===

<center>[[Image:751.33 details-access door elevation.gif]]</center>

<center>'''Door Elevation'''</center>

::::::::Cost of the door is to be included in other items.
::::::::Cut or bend reinforcing steel in the field to clear the opening for the access door.

<center>[[Image:751.33 details-access door section a-a.gif]]</center>

<center>'''Section A-A'''</center>

[[Category:751 LRFD Manual General]]