751.17 Concrete Slab Bridges - Revision history

Smithk: /* 751.17.2.2 Loads */ minor correction

2022-06-22T15:49:04Z

751.17.2.2 Loads: minor correction

← Older revision		Revision as of 10:49, 22 June 2022
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	{\|border="1" cellpadding="5" align="center"		{\|border="1" cellpadding="5" align="center"
	\|+'''Dynamic Load Allowance, <math>\, IM</math>'''		\|+'''Dynamic Load Allowance, <math> IM</math>'''
	!Slab Component\|\|<math>\, IM</math>		!Slab Component\|\|<math> IM</math>
	\|-		\|-
	\|Deck Joints – All Limit States\|\|75%		\|Deck Joints – All Limit States\|\|75%

Smithk: /* 751.17.2.1 Limit States and Load Factors */ minor correction

2022-06-22T14:12:05Z

751.17.2.1 Limit States and Load Factors: minor correction

← Older revision		Revision as of 09:12, 22 June 2022
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	In general, each component shall satisfy the following equation:		In general, each component shall satisfy the following equation:

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


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

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	For STRENGTH limit state,		For STRENGTH limit state,
	:Flexure and tension of reinforced concrete, <math>\phi</math> = 0.90		:Flexure and tension of reinforced concrete, <math>\phi</math> = 0.90
	:Shear and torsion, <math>\, \phi</math> = 0.90		:Shear and torsion, <math> \phi</math> = 0.90
	For all other limit states, <math>\, \phi</math> = 1.00		For all other limit states, <math> \phi</math> = 1.00

Smithk: /* 751.17.1.1 Material Properties */ minor corrections

2022-06-22T13:40:48Z

751.17.1.1 Material Properties: minor corrections

← Older revision		Revision as of 08:40, 22 June 2022
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	\|		\|
	\|Class A-1		\|Class A-1
	\|align="right"\|<math>\, f'_c = 6.0 ksi</math>		\|align="right"\|<math> f'_c = 6.0 ksi</math>
	\|-		\|-
	\|colspan="2"\|		\|colspan="2"\|
	\|align="right"\|<math>\, f'_{ci} = 4.5 ksi</math>		\|align="right"\|<math> f'_{ci} = 4.5 ksi</math>
	\|-		\|-
	\|colspan="2"\|		\|colspan="2"\|
	\|align="right"\|<math\, >n=8</math>		\|align="right"\|<math>n=8</math>
	\|-		\|-
	\|colspan="3"\|Intermediate bent columns, end bents (below construction joint at bottom of slab)<br/>		\|colspan="3"\|Intermediate bent columns, end bents (below construction joint at bottom of slab)<br/>
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	\|		\|
	\|Class B-1		\|Class B-1
	\|align="right"\|<math>\, f'_c = 4.0 ksi</math>		\|align="right"\|<math> f'_c = 4.0 ksi</math>
	\|-		\|-
	\|colspan="2"\|		\|colspan="2"\|
	\|align="right"\|<math>\, n=8</math>		\|align="right"\|<math> n=8</math>
	\|-		\|-
	\|		\|
	\|Class B, Open bent, footing		\|Class B, Open bent, footing
	\|align="right"\|<math>\, f'_c = 3.0 ksi</math>		\|align="right"\|<math> f'_c = 3.0 ksi</math>
	\|-		\|-
	\|colspan="2"\|		\|colspan="2"\|
	\|align="right"\|<math>\, n=10</math>		\|align="right"\|<math> n=10</math>
	\|-		\|-
	\|colspan="2"\|Modulus of elasticity,		\|colspan="2"\|Modulus of elasticity,
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	\|-		\|-
	\|colspan="3"\|Modulus of rupture,		\|colspan="3"\|Modulus of rupture,
	<math>\,f_r</math> = 0.24 <math>\,\sqrt{f^'_c}</math>     LRFD 5.4.2.6		<math>f_r</math> = 0.24 <math>\sqrt{f^'_c}</math>     LRFD 5.4.2.6
	\|-		\|-
	\|		\|

Smithk: Per BR, renamed and renumbered

2021-04-02T13:33:24Z

Per BR, renamed and renumbered

← Older revision		Revision as of 08:33, 2 April 2021
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	==751.20.1 General==		==751.17.1 General==

	This article illustrates the general design procedure for Continuous Concrete Slab Bridge using AASHTO LRFD Bridge Design Specifications.		This article illustrates the general design procedure for Continuous Concrete Slab Bridge using AASHTO LRFD Bridge Design Specifications.
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	===751.20.1.1 Material Properties===		===751.17.1.1 Material Properties===


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	\|}		\|}

	==751.20.2 Design==		==751.17.2 Design==
	===751.20.2.1 Limit States and Load Factors===		===751.17.2.1 Limit States and Load Factors===

	In general, each component shall satisfy the following equation:		In general, each component shall satisfy the following equation:
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	'''[[751.2_Loads#Load Modifiers\|Load Modifiers]]'''		'''[[751.2_Loads#Load Modifiers\|Load Modifiers]]'''

	===751.20.2.2 Loads===		===751.17.2.2 Loads===

	'''Permanent (Dead) Loads'''		'''Permanent (Dead) Loads'''
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	'''For Additional Design Information, see LRFD 5.14.4.2'''		'''For Additional Design Information, see LRFD 5.14.4.2'''

	==751.20.3 Details==		==751.17.3 Details==
	===751.20.3.1 Solid Slabs===		===751.17.3.1 Solid Slabs===

	'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''		'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''
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	:::::::::All longitudinal dimensions shown are horizontal.		:::::::::All longitudinal dimensions shown are horizontal.

	===751.20.3.2 C.I.P. Voided Slabs===		===751.17.3.2 C.I.P. Voided Slabs===

Smithk: Smithk moved page 751.20 Continuous Concrete Slab Bridges to 751.17 Concrete Slab Bridges: Per BR, renamed and renumbered

2021-04-02T13:31:48Z

Smithk moved page 751.20 Continuous Concrete Slab Bridges to 751.17 Concrete Slab Bridges: Per BR, renamed and renumbered

← Older revision	Revision as of 08:31, 2 April 2021
(No difference)

Smithk: /* 751.20.2.2 Loads */

2020-08-18T13:09:17Z

751.20.2.2 Loads

← Older revision		Revision as of 08:09, 18 August 2020
Line 160:		Line 160:

	[[Image:751.20.2.2 2020.jpg\|center\|750px]]		[[Image:751.20.2.2 2020.jpg\|center\|750px]]
	~~<center>(~~*) 12" For ~~slab~~ overhang design (LRFD (3.6.1.3.1), 2'-0" for other ~~design</center>~~		{\| style="margin: 1em auto 1em auto"
			\|-
			\|'''*''' 2'-0" Min.
			\|-
			\|'''**''' 12" For deck overhang design (LRFD 3.6.1.3.1), 2’-0" for design of all other components
			\|}

	<center>'''Application of Live Load to Slab'''</center>		<center>'''Application of Live Load to Slab'''</center>

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

2020-08-05T17:59:55Z

Per BR, numerous minor clarifications related to barrier pay items

← Older revision		Revision as of 12:59, 5 August 2020
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	:A 3” thick future wearing surface (35psf) shall be considered on the roadway.		:A 3” thick future wearing surface (35psf) shall be considered on the roadway.

	:'''~~Safety~~ Barrier ~~Curb (SBC)~~'''		:'''Barrier/Railing '''
	:For slab overhang design, assume the weight of the ~~SBC~~ acts at the centroid of the ~~SBC~~.		:For slab overhang design, assume the weight of the barrier or railing acts at the centroid of the barrier or railing.

	[[Image:751.20.2.2.jpg\|center\|750px]]		[[Image:751.20.2.2 2020.jpg\|center\|750px]]
	<center>(*) 12" For slab overhang design (LRFD (3.6.1.3.1), 2'-0" for other design</center>		<center>(*) 12" For slab overhang design (LRFD (3.6.1.3.1), 2'-0" for other design</center>

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	:("T" and "D" are based on 3" clearance which includes the integral wearing surface to the top of the longitudinal bar.)		:("T" and "D" are based on 3" clearance which includes the integral wearing surface to the top of the longitudinal bar.)

	(**)  For Roadway with slab drains, use 10" minimum. For Roadways that require additional reinforcement for resisting moment of the edge		(**)  For Roadway with slab drains, use 10" minimum. For Roadways that require additional reinforcement for resisting moment of the edge beam 20" minimum. Check for adequate space for development of barrier or railing reinforcement.
	:beam 20" minimum. Check for adequate space for ~~accomodation for~~ development of ~~Safety Barrier~~ reinforcement.

	[[Category:751 LRFD Bridge Design Guidelines]]		[[Category:751 LRFD Bridge Design Guidelines]]

EPGsysop: /* 751.20.3.1 Solid Slabs */

2017-08-24T12:16:55Z

751.20.3.1 Solid Slabs

← Older revision		Revision as of 07:16, 24 August 2017
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	'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''		'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''

	<center>[[Image:751.20.3.1 end span.jpg\|~~600px~~]]</center>		<center>[[Image:751.20.3.1 end span.jpg\|620px]]</center>

	<center>'''END SPANS'''</center>		<center>'''END SPANS'''</center>
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	Note:<br/>		:::::::::Note:<br/>
	All longitudinal dimensions shown are horizontal.		:::::::::All longitudinal dimensions shown are horizontal.

	===751.20.3.2 C.I.P. Voided Slabs===		===751.20.3.2 C.I.P. Voided Slabs===

EPGsysop: /* 751.20.3.1 Solid Slabs */Per BR, revised the intermediate bent beam cap height for solid slab end span to accommodate commercially available forming systems

2017-08-24T12:14:47Z

751.20.3.1 Solid Slabs: Per BR, revised the intermediate bent beam cap height for solid slab end span to accommodate commercially available forming systems

← Older revision		Revision as of 07:14, 24 August 2017
Line 244:		Line 244:
	'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''		'''SLAB LONGITUDINAL SECTIONS - SOLID SLABS'''

	<center>[[Image:751.20 ~~cont conc slab longitudinal sections solid slab~~ end span.~~gif~~]]</center>		<center>[[Image:751.20.3.1 end span.jpg\|600px]]</center>

	<center>'''END SPANS'''</center>		<center>'''END SPANS'''</center>

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

2014-04-22T14:49:51Z

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

← Older revision		Revision as of 09:49, 22 April 2014
Line 72:		Line 72:
	\|colspan="2"\| <span style="color:#FFFFFF">----</span> = 1.0 unless determined by physical testing		\|colspan="2"\| <span style="color:#FFFFFF">----</span> = 1.0 unless determined by physical testing
	\|-		\|-
	\|colspan="3"\|Modulus of rupture:		\|colspan="3"\|Modulus of rupture,
			<math>\,f_r</math> = 0.24 <math>\,\sqrt{f^'_c}</math>     LRFD 5.4.2.6
	\|-		\|-
	\|		\|
	\|~~For minimum reinforcement,~~		\|Where:
	\|~~align="right"\|<math>\, f_r = 0.37\sqrt{f'_c}</math>~~		\|
	\|-		\|-
	\|~~colspan="2"\|For deflection, camber and<br/>~~		\|
	~~distribution reinforcement~~		\|f'<sub>c</sub> in ksi
	\|~~align="right"\|~~<~~math~~>~~\, f_r = 0.24\sqrt{f'~~c}</~~math~~>		\|-
			\|
	\|-		\|-
	\|colspan="3"\|Reinforcing steel:		\|colspan="3"\|Reinforcing steel: