751.34 Concrete Pile Cap Non-Integral End Bents - Revision history

Hoskir: updated per RR3868

2024-07-19T19:17:17Z

updated per RR3868

← Older revision		Revision as of 14:17, 19 July 2024
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	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.		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'''		'''Live Loads'''
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	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]]. If designed for, the collision force shall be a static force of 400 kips assumed to act in any direction in a horizontal plane, at a distance of 4.0 feet above ground.		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]]. If designed for, the collision force shall be a static force of 400 kips assumed to act in any direction in a horizontal plane, at a distance of 4.0 feet above ground.


	'''Temperature'''		'''Temperature'''

	The force due to expansion or contraction applied at bearing pads are not used for stability or pile bearing computations. However, the movement due to temperature should be considered in the bearing pad design and expansion device design.		The force due to expansion or contraction applied at bearing pads are not used for stability or pile bearing computations. However, the movement due to temperature should be considered in the bearing pad design and expansion device design.


	'''Distribution of Loads'''		'''Distribution of Loads'''

	Wing ~~with~~ Detached Wing ~~Wall~~		Wing and Detached Wing Walls

	When Wing Length, L, is greater than 22'-0", use maximum of 22'-0" ~~rectangular~~ wing wall combined with a detached wing wall.		For seismic design category A: When Wing Length, L, is greater than 22'-0", use maximum of 22'-0" non-integral abutment wing wall combined with a detached wing wall.

			Standard wing reinforcement is developed assuming a pinned connection at the bottom (tip) of wing. This assumption is applicable for cases where the passive pressure from the fill slope can be counted on to partially resist the active forces from the backfill. In a seismic event the forces on the wings are developed by the wings moving into the soil backfill and the fill slope resistance is less reliable. For seismic forces wings shall be designed assuming there is no lateral restraint at the bottom of the wing. The reduced restraint conditions require a more practical limit for the wing length.

	~~[[Image~~:751.34.2.2 ~~elevation~~.jpg\|~~center~~\|~~500px]]~~		<gallery mode=packed widths=250px heights=250px>
			File:751.32.2.2-01.jpg\|
			File:751.32.2.2-02.jpg\|
	~~[[Image~~:751.34.2.2 ~~detached wing~~.jpg\|~~center~~\|~~550px]]~~		</gallery>
			<gallery mode=packed widths=175px heights=175px>
			File:751.32.2.2-03.jpg\| <big>'''Section A-A'''</big>
			File:751.32.2.2-04.jpg\| <big>'''Detail B'''</big>
			</gallery>
	{\|border="0" cellpadding="5" cellspacing="1" align="center"		{\|border="0" cellpadding="5" cellspacing="1" align="center"
	\|-		\|-
	\|~~width~~="15"\|~~'''~~*~~'''~~\|\|width="~~450~~"\|Detached wing wall shown is for illustration purpose only. Design detached wing wall as a [[751.~~24 LFD Retaining Walls~~\|retaining wall]].		\| align="right" valign="top" \| * \|\| width="600pt" \| Detached wing wall shown is for illustration purpose only. Design detached wing wall as a [[751.24_Retaining_Walls\|retaining wall]].
	\|-		\|-
	\|~~colspan~~="2" ~~width~~="~~465~~"\|~~Report Pile Cut-off Elev. and Minimum Galvanized Penetration (Elev.) (See Foundation Data).~~		\| align="right" valign="top" \| ** \|\| width="600pt" \| Use retaining wall design.
	\|}


	~~<center>[[Image:751.34 detached wing-section a-a.gif]]</center>~~

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


	~~<center>[[Image:751.34 detached wing-detail b.gif]]</center>~~

	~~<center>'''Detail B'''</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\|retaining wall]]~~.		\| align="right" valign="top" \| \|\| width="600pt" \| <sup>1</sup> For seismic design category B, C and D only: The wing length shall not be greater than 17 feet. When a detached wing wall is required the non-integral abutment wing length shall not exceed 17 feet.
	\|-		\|-
	\|align="right" valign="top"\|~~(**)~~\|\|width="~~400pt~~"\|~~Use retaining wall design~~.		\| align="right" valign="top" \| \|\| width="600pt" \| Report Pile Cut-off Elev. and Minimum Galvanized Penetration (Elev.) (See [[751.50_Standard_Detailing_Notes#E2._Foundation_Data_Table\|EPG 751.50 Standard Detailing Note E2, (Foundation Data Table)]].
	\|}		\|}

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	!Part Section at Centerline\|\|End Elevation		!Part Section at Centerline\|\|End Elevation
	\|}		\|}
	{\|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"\|'''(1)'''\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.		\| valign="top" align="right" \| '''(1)''' \|\| align="left" width="500pt" valign="top" \| When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3. \|\| rowspan="15" valign="top" \| [[Image:751.34.3.2 sections through d h.jpg\|center\|125px]]
	\|rowspan="5" valign="~~bottom~~"\|[[Image:751.34.3.2 sections through d h.jpg\|center\|125px]]
	\|-		\|-
	\|valign="top" align="right"\|'''(2)'''\|\|align="left" width="500pt" \|Slope top of beam one inch when using expansion devices.		\|valign="top" align="right"\|'''(2)'''\|\|align="left" width="500pt" valign="top"\|Slope top of beam one inch when using expansion devices.
	\|-		\|-
	\|valign="top" align="right"\|'''(3)'''\|\|align="left" width="500pt"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.		\|valign="top" align="right"\|'''(3)'''\|\|align="left" width="500pt" valign="top"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.
	\|-		\|-
	\|valign="top" align="right"\|'''(4)'''\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.		\|valign="top" align="right"\|'''(4)'''\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.
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	\|valign="top" align="right"\| '''(5)'''\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.		\|valign="top" align="right"\| '''(5)'''\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.
	\|-		\|-
	\|valign="top" align="right"\| '''(6)'''\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for seismic criteria.		\|valign="top" align="right"\| '''(6)'''\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for seismic criteria.
	\|-		\|-
	\|valign="top" align="right"\| '''(7)'''\|\|align="left" width="500pt" valign="top" \| Dimensions are based on a 2.0% sloped deck. Subtract 1/8” for a 3/16” per foot sloped deck.		\|valign="top" align="right"\| '''(7)'''\|\|align="left" width="500pt" valign="top" \| Dimensions are based on a 2.0% sloped deck. Subtract 1/8” for a 3/16” per foot sloped deck.
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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:751.34 circled 1.gif]]\|\|align="left" width="500pt" valign="top" \|Length determined by superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for seismic criteria.		\|[[Image:751.34 circled 1.gif]]\|\|align="left" width="500pt" valign="top" \|Length determined by superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for seismic criteria.
	\|}		\|}

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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:751.34 circled 1.gif]]\|\|align="left" width="400pt" \|3'-6" min. (1" Increments). Dimensions may be increased for superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for seismic criteria.		\|valign="top" align="right"\|[[Image:751.34 circled 1.gif]]\|\|align="left" width="400pt" \|3'-6" min. (1" Increments). Dimensions may be increased for superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for seismic criteria.
	\|-		\|-
	\|valign="top" align="right"\|[[Image:751.34 circled 2.gif]]\|\|align="left" width="400pt" \|When this dimension is less than 6", make the front face vertical.		\|valign="top" align="right"\|[[Image:751.34 circled 2.gif]]\|\|align="left" width="400pt" \|When this dimension is less than 6", make the front face vertical.

Smithk: /* 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders */ Per BR, numerous minor clarifications related to barrier pay items

2020-08-05T19:00:10Z

751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders: Per BR, numerous minor clarifications related to barrier pay items

← Older revision		Revision as of 14:00, 5 August 2020
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	\|-		\|-
	\|valign="top" align="right"\|'''(1)'''\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.		\|valign="top" align="right"\|'''(1)'''\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.
	\|rowspan="5" valign="bottom"\|[[Image:751.34.3.2 sections through d h.jpg\|center\|~~225px~~]]		\|rowspan="5" valign="bottom"\|[[Image:751.34.3.2 sections through d h.jpg\|center\|125px]]
	\|-		\|-
	\|valign="top" align="right"\|'''(2)'''\|\|align="left" width="500pt" \|Slope top of beam one inch when using expansion devices.		\|valign="top" align="right"\|'''(2)'''\|\|align="left" width="500pt" \|Slope top of beam one inch when using expansion devices.
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	\|-		\|-
	\|valign="top" align="right"\| '''(6)'''\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.9 LFD Seismic#751.9.2.3 Minimum Support Length\|minimum support length]] required for seismic criteria.		\|valign="top" align="right"\| '''(6)'''\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.9 LFD Seismic#751.9.2.3 Minimum Support Length\|minimum support length]] required for seismic criteria.
	~~!rowspan="2" valign="top" valign="top"\|Part Section Thru<br/>16" Barrier Curb~~
	\|-		\|-
	\|valign="top" align="right"\| '''(7)'''\|\|align="left" width="500pt" valign="top" \| Dimensions are based on a 2.0% sloped deck. Subtract 1/8” for a 3/16” per foot sloped deck.		\|valign="top" align="right"\| '''(7)'''\|\|align="left" width="500pt" valign="top" \| Dimensions are based on a 2.0% sloped deck. Subtract 1/8” for a 3/16” per foot sloped deck.

Smithk: Per BR, numerous minor clarifications related to barrier pay items

2020-08-05T18:56:07Z

Per BR, numerous minor clarifications related to barrier pay items

← Older revision		Revision as of 13:56, 5 August 2020
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	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.		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 LFD Retaining Walls\|retaining wall]]. The weight of the ~~safety~~ barrier ~~curb~~ on top of the wall shall be included in the dead load.		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 LFD Retaining Walls\|retaining wall]]. The weight of the barrier or railing on top of the wall shall be included in the dead load.


	'''Collision'''		'''Collision'''
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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:751.34.3.2.jpg\|center\|750px]]		\|colspan="3"\|[[Image:751.34.3.2 2020.jpg\|center\|750px]]
	\|-		\|-
	!width="300"\|Expansion Device\|\|width="300"\|No Expansion Device\|\|		!width="300"\|Expansion Device\|\|width="300"\|No Expansion Device\|\|
	\|-
	~~\|colspan="3"\|Note: Provide a minimum of 8" cl. from outside edge of pile to outside face of beam.~~
	\|}		\|}
	{\|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:751.34.3.2 part section.jpg\|375px]]\|\|[[Image:751.34.3.2 ~~safety barrier~~.jpg\|400px]]		\|[[Image:751.34.3.2 part section.jpg\|375px]]\|\|[[Image:751.34.3.2 end elevation.jpg\|400px]]
	\|-		\|-
	!Part Section at Centerline\|\|Elevation ~~of Safety Barrier Curb~~		!Part Section at Centerline\|\|End Elevation
	\|}		\|}
	{\|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="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.		\|valign="top" align="right"\|'''(1)'''\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.
	\|rowspan="4" valign="bottom"\|[[Image:751.34 ~~part section thru 16in barrier curb~~.~~gif~~]]		\|rowspan="5" valign="bottom"\|[[Image:751.34.3.2 sections through d h.jpg\|center\|225px]]
	\|-		\|-
	\|valign="top" align="right"\|'''**'''\|\|align="left" width="500pt" \|Slope top of beam 1" when using expansion devices.		\|valign="top" align="right"\|'''(2)'''\|\|align="left" width="500pt" \|Slope top of beam one inch when using expansion devices.
	\|-		\|-
	\|valign="top" align="right"\|'''~~***~~'''\|\|align="left" width="500pt"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.		\|valign="top" align="right"\|'''(3)'''\|\|align="left" width="500pt"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.
	\|-		\|-
	\|valign="top" align="right"\|'''~~****~~'''\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.		\|valign="top" align="right"\|'''(4)'''\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.
	\|-		\|-
	\|valign="top" align="right"\|~~[[Image:751.34 circled 1.gif]]~~\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.		\|valign="top" align="right"\| '''(5)'''\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.
	\|-		\|-
	\|valign="top" align="right"\|~~[[Image:751.34 circled 2.gif]]~~\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.9 LFD Seismic#751.9.2.3 Minimum Support Length\|minimum support length]] required for seismic criteria.		\|valign="top" align="right"\| '''(6)'''\|\|align="left" width="500pt" valign="top" \| Length determined by superstructure requirements or the [[751.9 LFD Seismic#751.9.2.3 Minimum Support Length\|minimum support length]] required for seismic criteria.
	!rowspan="2" valign="top" valign="top"\|Part Section Thru<br/>16" Barrier Curb		!rowspan="2" valign="top" valign="top"\|Part Section Thru<br/>16" Barrier Curb
			\|-
			\|valign="top" align="right"\| '''(7)'''\|\|align="left" width="500pt" valign="top" \| Dimensions are based on a 2.0% sloped deck. Subtract 1/8” for a 3/16” per foot sloped deck.
			\|-
			\|valign="top" align="right"\| '''(8)'''\|\|align="left" width="500pt" valign="top" \| Based on 8 ½” slab. Adjust for different slab thickness.
	\|}		\|}

EPGsysop: /* 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders */

2017-05-19T18:09:27Z

751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders

← Older revision		Revision as of 13:09, 19 May 2017
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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:751.34.3.2.jpg\|center\|~~450px~~]]		\|colspan="3"\|[[Image:751.34.3.2.jpg\|center\|750px]]
	\|-		\|-
	!width="~~50%~~"\|Expansion Device\|\|width="~~50%~~"\|No Expansion Device		!width="300"\|Expansion Device\|\|width="300"\|No Expansion Device\|\|
	\|-		\|-
	\|colspan="2"\|Note: Provide a minimum of 8" cl. from outside edge of pile to outside face of beam.		\|colspan="3"\|Note: Provide a minimum of 8" cl. from outside edge of pile to outside face of beam.
	\|}		\|}
	{\|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:751.34.3.2 part section.jpg\|~~425px~~]]\|\|[[Image:751.34.3.2 safety barrier.jpg\|~~450px~~]]		\|[[Image:751.34.3.2 part section.jpg\|375px]]\|\|[[Image:751.34.3.2 safety barrier.jpg\|400px]]
	\|-		\|-
	!Part Section at Centerline\|\|Elevation of Safety Barrier Curb		!Part Section at Centerline\|\|Elevation of Safety Barrier Curb

EPGsysop: /* 751.34.2.2 Loads */

2017-05-19T18:05:20Z

751.34.2.2 Loads

← Older revision		Revision as of 13:05, 19 May 2017
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	[[Image:751.34.2.2 elevation.jpg\|center\|~~450px~~]]		[[Image:751.34.2.2 elevation.jpg\|center\|500px]]


	[[Image:751.34.2.2 detached wing.jpg\|center\|~~500px~~]]		[[Image:751.34.2.2 detached wing.jpg\|center\|550px]]

	{\|border="0" cellpadding="5" cellspacing="1" align="center"		{\|border="0" cellpadding="5" cellspacing="1" align="center"
	\|-		\|-
	\|width="15"\|'''*'''\|\|width="~~400pt~~"\|Detached wing wall shown is for illustration purpose only. Design detached wing wall as a [[751.24 LFD Retaining Walls\|retaining wall]].		\|width="15"\|'''*'''\|\|width="450"\|Detached wing wall shown is for illustration purpose only. Design detached wing wall as a [[751.24 LFD Retaining Walls\|retaining wall]].
	\|-		\|-
	\|colspan="2"\|Report Pile Cut-off Elev. and Minimum Galvanized Penetration (Elev.) (See Foundation Data).		\|colspan="2" width="465"\|Report Pile Cut-off Elev. and Minimum Galvanized Penetration (Elev.) (See Foundation Data).
	\|}		\|}

EPGsysop: Per BR, revised pile cap bent, end bent and seal course guidance to show 18” embedment in concrete for all piles.

2017-05-19T18:02:26Z

Per BR, revised pile cap bent, end bent and seal course guidance to show 18” embedment in concrete for all piles.

← Older revision		Revision as of 13:02, 19 May 2017
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	~~<center>~~[[Image:751.34 elevation ~~of wing~~.~~gif~~]]~~</center>~~		[[Image:751.34.2.2 elevation.jpg\|center\|450px]]


	~~<center>~~[[Image:751.34 ~~elevation of~~ detached wing.~~gif~~]]~~</center>~~		[[Image:751.34.2.2 detached wing.jpg\|center\|500px]]

	{\|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\|retaining wall]].		\|width="15"\|'''*'''\|\|width="400pt"\|Detached wing wall shown is for illustration purpose only. Design detached wing wall as a [[751.24 LFD Retaining Walls\|retaining wall]].
			\|-
			\|colspan="2"\|Report Pile Cut-off Elev. and Minimum Galvanized Penetration (Elev.) (See Foundation Data).
	\|}		\|}

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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:751.34 ~~elevation of non-integral end bent~~.~~gif~~]]		\|colspan="2"\|[[Image:751.34.3.2.jpg\|center\|450px]]
	\|-		\|-
	!width="50%"\|Expansion Device\|\|width="50%"\|No Expansion Device		!width="50%"\|Expansion Device\|\|width="50%"\|No Expansion Device
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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:751.34 part section ~~at centerline~~.jpg\|~~450px~~]]\|\|[[Image:751.34 ~~elevation of~~ safety barrier ~~curb~~.~~gif~~]]		\|[[Image:751.34.3.2 part section.jpg\|425px]]\|\|[[Image:751.34.3.2 safety barrier.jpg\|450px]]
	\|-		\|-
	!Part Section at Centerline\|\|Elevation of Safety Barrier Curb		!Part Section at Centerline\|\|Elevation of Safety Barrier Curb
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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"\|(*)\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.		\|valign="top" align="right"\|'''*'''\|\|align="left" width="500pt"\|When the total length of a beam and backwall exceeds 60'-0", use a keyed construction joint at or near CL bent as shown, preferably located at 1/4 point between piles. Maximum key length equals 18". For multiple keys make total key length equal to H/3 or d/3.
	\|rowspan="4" valign="bottom"\|[[Image:751.34 part section thru 16in barrier curb.gif]]		\|rowspan="4" valign="bottom"\|[[Image:751.34 part section thru 16in barrier curb.gif]]
	\|-		\|-
	\|valign="top" align="right"\|(**)\|\|align="left" width="500pt" \|Slope top of beam 1" when using expansion devices.		\|valign="top" align="right"\|'''**'''\|\|align="left" width="500pt" \|Slope top of beam 1" when using expansion devices.
	\|-		\|-
	\|valign="top" align="right"\|(***)\|\|align="left" width="500pt"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.		\|valign="top" align="right"\|'''***'''\|\|align="left" width="500pt"\|Wing layout length shall be rounded to the next higher foot. See the profile sheet for length of wing to fill face.
	\|-		\|-
	\|valign="top" align="right"\|(****)\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.		\|valign="top" align="right"\|'''****'''\|\|align="left" width="500pt" valign="top"\|See Design Layout for maximum slope of spill fill.
	\|-		\|-
	\|valign="top" align="right"\|[[Image:751.34 circled 1.gif]]\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.		\|valign="top" align="right"\|[[Image:751.34 circled 1.gif]]\|\|align="left" width="500pt" valign="top" \| Provide a minimum of 8" cl. from outside edge of pile to face of beam.

Smithk: /* 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders */ Per BR, sentence inadvertently omitted from previous revision.

2017-02-17T13:21:20Z

751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders: Per BR, sentence inadvertently omitted from previous revision.

← Older revision		Revision as of 08:21, 17 February 2017
Line 217:		Line 217:

	=== 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders ===		=== 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders ===

			For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements\|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].

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

Smithk: /* 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders */ Per BR, expanded the use of epoxy coated reinforcement in bridge structures

2017-02-15T18:12:32Z

751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders: Per BR, expanded the use of epoxy coated reinforcement in bridge structures

← Older revision		Revision as of 13:12, 15 February 2017
Line 402:		Line 402:
	{\|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"		{\|border="0" cellpadding="5" cellspacing="1" align="center" style="text-align:center"
	\|+'''Construction Joints and Keys'''		\|+'''Construction Joints and Keys'''
			\|colspan="2"\|For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements\|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].
			\|-
	\|colspan="2"\|[[Image:751.34 construction joints and keys-typical view of beam.gif]]		\|colspan="2"\|[[Image:751.34 construction joints and keys-typical view of beam.gif]]
	\|-		\|-
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	\|-		\|-
	\|		\|
	\|-
	~~\|See [[751.10 General Superstructure#751.10.1.8 Epoxy Coated Reinforcement\|EPG 751.10.1.8 Epoxy Coated Reinforcement]]~~
	\|-		\|-
	\|[[Image:751.34.3.2 part section A-A.jpg\|400px]]		\|[[Image:751.34.3.2 part section A-A.jpg\|400px]]

Smithk: /* 751.34.3.4 Exploded View of the End Bent */ New EPG 751.34.3.5 (links to the internet in lieu of adding duplicate table)

2016-09-22T13:14:48Z

751.34.3.4 Exploded View of the End Bent: New EPG 751.34.3.5 (links to the internet in lieu of adding duplicate table)

@@ Line 495: / Line 495: @@
 |valign="top" align="right"|Note:||align="left"|Exploded view above is for information only.
 |}
 [[Category:751 LRFD Bridge Design Guidelines]]

Smithk: /* 751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders */Per BR, clarified #5-H (L shaped) approach slab anchorage bars, end of slab & fill face of end bent. Revised U & V lap splice

2016-02-02T17:28:03Z

751.34.3.2 Wide Flange Beams, Plate Girders and Prestressed Girders: Per BR, clarified #5-H (L shaped) approach slab anchorage bars, end of slab & fill face of end bent. Revised U & V lap splice

← Older revision		Revision as of 12:28, 2 February 2016
Line 410:		Line 410:
	\|See [[751.10 General Superstructure#751.10.1.8 Epoxy Coated Reinforcement\|EPG 751.10.1.8 Epoxy Coated Reinforcement]]		\|See [[751.10 General Superstructure#751.10.1.8 Epoxy Coated Reinforcement\|EPG 751.10.1.8 Epoxy Coated Reinforcement]]
	\|-		\|-
	\|[[Image:751.34 ~~construction joints and keys-~~part section a-a.~~gif~~]]		\|[[Image:751.34.3.2 part section A-A.jpg\|400px]]
	\|[[Image:751.34 construction joints and keys-part elevation.gif]]		\|[[Image:751.34 construction joints and keys-part elevation.gif]]
	\|-		\|-
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	\|		\|
	\|-		\|-
	\|colspan="2"\|[[Image:751.34 ~~safety barrier curb and dimension a-~~sections near left wing.~~gif~~]]		\|colspan="2"\|[[Image:751.34.3.2 sections near left wing.jpg\|750px]]
	\|-		\|-
	!width="50%"\|Expansion Device\|\|width="50%"\|No Expansion Device		!width="50%"\|Expansion Device\|\|width="50%"\|No Expansion Device