751.31 Open Concrete Intermediate Bents - Revision history

Hoskir: updated per RR3868

2024-07-19T19:07:47Z

updated per RR3868

Hoskir: /* 751.31.3.5 Hammer Head Type */ updated per RR3851

2024-03-21T17:07:22Z

751.31.3.5 Hammer Head Type: updated per RR3851

← Older revision		Revision as of 12:07, 21 March 2024
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	{\| style="margin: 1em auto 1em auto"		{\| style="margin: 1em auto 1em auto"
	\|-		\|-
	\|valign="center\| [[~~Image~~:751.31.3.5.~~1.jpg~~\|center\|350px]]\|\|valign="center\|[[Image:751.31.3.5.2.jpg\|center\|275px]]		\|valign="center\| [[image:751.31.3.5-01-2024.png\|center\|350px]]\|\|valign="center\|[[Image:751.31.3.5.2.jpg\|center\|275px]]
	\|-		\|-
	\|valign="center\|[[Image:751.31.3.5.3.jpg\|center\|350px]]\|\|valign="center\|[[Image:751.31.3.5.4.jpg\|center\|230px]]		\|valign="center\|[[Image:751.31.3.5.3.jpg\|center\|350px]]\|\|valign="center\|[[Image:751.31.3.5.4.jpg\|center\|230px]]

Hoskir: /* 751.31.3.1 Beam Cap */ updated per RR3851

2024-03-21T17:06:28Z

751.31.3.1 Beam Cap: updated per RR3851

← Older revision		Revision as of 12:06, 21 March 2024
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	===751.31.3.1 Beam Cap===		===751.31.3.1 Beam Cap===

	[[Image:751.31.1.3.1.~~1.jpg~~\|center\|700px]]		[[Image:751.31.1.3.1-01-2024.png\|center\|700px]]

	[[Image:751.31.1.3.1.2.jpg\|center\|800px]]		[[Image:751.31.1.3.1.2.jpg\|center\|800px]]

Smithk: /* 751.31.4.3 Substructure Beam Overhang */

2022-05-31T17:08:40Z

751.31.4.3 Substructure Beam Overhang

← Older revision		Revision as of 12:08, 31 May 2022
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	'''**''' When substructure beam extends beyond the slab as shown, slope end of beam to drain water.		'''**''' When substructure beam extends beyond the slab as shown, slope end of beam to drain water.

			===751.31.4.4 Closed Concrete Intermediate Diaphragms===

			See [[751.22 P/S Concrete I Girders#751.22.3.7.4 Bent Details\|EPG 751.22.3.7.4 Bent Details]] for intermediate bent details required for closed concrete intermediate diaphragms.

Smithk: Updated website links for increased security

2021-10-25T15:26:09Z

Updated website links for increased security

Smithk: /* 751.31.3.2 Column */

2021-03-17T13:55:30Z

751.31.3.2 Column

← Older revision		Revision as of 08:55, 17 March 2021
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	\|5’-0”\|\| #4 @ 5”\|\|29”\|\|34”		\|5’-0”\|\| #4 @ 5”\|\|29”\|\|34”
	\|-		\|-
	\|5’-6”\|\| #4 10”\|\|29”\|\|34”		\|5’-6”\|\| #4 @ 10”\|\|29”\|\|34”
	\|-		\|-
	\|6’-0”\|\| #4 @ 12”\|\|29”\|\|34”		\|6’-0”\|\| #4 @ 12”\|\|29”\|\|34”

Smithk: /* 751.31.3.2 Column */

2021-03-17T13:48:59Z

751.31.3.2 Column

← Older revision		Revision as of 08:48, 17 March 2021
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	\|5’-0”\|\| #4 @ 5”\|\|29”\|\|34”		\|5’-0”\|\| #4 @ 5”\|\|29”\|\|34”
	\|-		\|-
	\|5’-6”\|\| 10”\|\|29”\|\|34”		\|5’-6”\|\| #4 10”\|\|29”\|\|34”
	\|-		\|-
	\|6’-0”\|\| #4 @ 12”\|\|29”\|\|34”		\|6’-0”\|\| #4 @ 12”\|\|29”\|\|34”
	\|-		\|-
	\|colspan="4" align=left width="800"\|'''<sup>1</sup>''' See [[751.2 Loads#751.2.2.6 Other Loads\|EPG 751.2.2.6 Other Loads]]to determine if a pier requires design for collision loads. <br/>'''<sup>2</sup>''' Design assumptions:<br/>        • Vu = 600 k, Pu = 0 k, Mu = 0 k-ft<br/>        • f’c = 3 ksi, fy = 60 ksi, 1.5” clear cover<br/>        • Shear resistance factor = 1.0<br/>        • Minimum longitudinal reinforcement per [[#751.31.2.3 General Design Assumptions\|EPG 751.31.2.3 General Design Assumptions]]<br/>'''<sup>3</sup>''' The shear reinforcement tabulated is adequate for collision but may not be adequate for other design checks. For example, columns greater than 5’-0” require more stirrups to meet min reinforcement. Lesser reinforcement values may be used by design. Design is required for 3’-0” and 3’-6” columns because the design criteria used for the table requires double stirrups which is not common practice.		\|colspan="4" align=left width="800"\|'''<sup>1</sup>''' See [[751.2 Loads#751.2.2.6 Other Loads\|EPG 751.2.2.6 Other Loads]] to determine if a pier requires design for collision loads. <br/>'''<sup>2</sup>''' Design assumptions:<br/>        • Vu = 600 k, Pu = 0 k, Mu = 0 k-ft<br/>        • f’c = 3 ksi, fy = 60 ksi, 1.5” clear cover<br/>        • Shear resistance factor = 1.0<br/>        • Minimum longitudinal reinforcement per [[#751.31.2.3 General Design Assumptions\|EPG 751.31.2.3 General Design Assumptions]]<br/>'''<sup>3</sup>''' The shear reinforcement tabulated is adequate for collision but may not be adequate for other design checks. For example, columns greater than 5’-0” require more stirrups to meet min reinforcement. Lesser reinforcement values may be used by design. Design is required for 3’-0” and 3’-6” columns because the design criteria used for the table requires double stirrups which is not common practice.
	\|}		\|}
	</center>		</center>

Smithk: Per BR, updated pier protectin guidance to reflect latest AASHTO collision requirements with MoDOT policy exceptions.

2021-03-15T13:33:38Z

Per BR, updated pier protectin guidance to reflect latest AASHTO collision requirements with MoDOT policy exceptions.

← Older revision		Revision as of 08:33, 15 March 2021
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	:Collision walls are to be designed for the unequal horizontal forces from the earth pressure, if the condition exists (See Design Layout). The vertical force on the collision wall is the dead load weight of the wall (*). If a bent has three or more columns, design the steel in the top of the wall for negative moment.		:Collision walls are to be designed for the unequal horizontal forces from the earth pressure, if the condition exists (See Design Layout). The vertical force on the collision wall is the dead load weight of the wall (*). If a bent has three or more columns, design the steel in the top of the wall for negative moment.

	(:*) For footing design, the eccentric dead load moment due to an unsymmetrical collision wall shall be considered.		:(*) For footing design, the eccentric dead load moment due to an unsymmetrical collision wall shall be considered.

			:Columns shall be designed for collision loads as outlined in [[751.2 Loads#751.2.2.6 Other Loads\|EPG 751.2.2.6 Other Loads]]. Collision shear reinforcement may be referenced from the table in [[#751.31.3.2 Column\|EPG 751.31.3.2 Column]] or shear reinforcement may be determined by design. When collision design is required, flexural effects from collision forces shall be considered for the Extreme Event II limit state. For the collision loading the column may be assumed to act as fixed-pinned with no lateral movement at the top of the column for out-of-plane bending.

	''Seal Course''		''Seal Course''
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	<center>		<center>
	'''~~Minimum Allowable Stirrups for~~ Collision '''		'''Collision Shear Reinforcement<sup>1</sup> '''
	{\|border="1" cellspacing="1" cellpadding="1" style="text-align:center"		{\|border="1" cellspacing="1" cellpadding="1" style="text-align:center"
	\|-		\|-
	!rowspan="2"\|Column Diameter!!rowspan="2"\|Minimum Reinforcement<br>~~(400k shear force -~~<br>~~see [http://epg.modot.org/index.php/751.2_Loads#751.2.2.6_Other_Loads EPG 751.2.2.6 Other Loads])~~!!colspan="2"\|Minimum Lap Splice		!rowspan="2"\|Column Diameter!!rowspan="2"\|Minimum Reinforcement<sup>2,3</sup>!!colspan="2"\|Minimum Lap Splice
	\|-		\|-
	!Uncoated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)!!Epoxy Coated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)		!Uncoated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)!!Epoxy Coated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)
	\|-		\|-
	\|3’-0”\|\|~~#4 @ 4.5”~~\|\|~~29”~~\|\|~~34”~~		\|3’-0”\|\|By Design\|\|NA\|\|NA
	\|-		\|-
	\|3’-6”\|\|~~#4 @ 5.5”~~\|\|~~29”~~\|\|~~34”~~		\|3’-6”\|\|By Design\|\|NA\|\|NA
	\|-		\|-
	\|4’-0”\|\|#4 @ 6.5”\|\|~~29”~~\|\|~~34”~~		\|4’-0”\|\| #6 @ 5”\|\|43”\|\|51”
	\|-		\|-
	\|4’-6”\|\|#4 @ 8”\|\|~~29”~~\|\|~~34”~~		\|4’-6”\|\| #5 @ 5”\|\|36”\|\|43”
	\|-		\|-
	\|5’-0”\|\|#4 @ ~~11”~~\|\|29”\|\|34”		\|5’-0”\|\| #4 @ 5”\|\|29”\|\|34”
	\|-		\|-
	\|5’-6”\|\|~~#4 @ 12”~~\|\|29”\|\|34”		\|5’-6”\|\| 10”\|\|29”\|\|34”
	\|-		\|-
	\|6’-0”\|\|#4 @ 12”\|\|29”\|\|34”		\|6’-0”\|\| #4 @ 12”\|\|29”\|\|34”
	\|-		\|-
			\|colspan="4" align=left width="800"\|'''<sup>1</sup>''' See [[751.2 Loads#751.2.2.6 Other Loads\|EPG 751.2.2.6 Other Loads]]to determine if a pier requires design for collision loads. <br/>'''<sup>2</sup>''' Design assumptions:<br/>        • Vu = 600 k, Pu = 0 k, Mu = 0 k-ft<br/>        • f’c = 3 ksi, fy = 60 ksi, 1.5” clear cover<br/>        • Shear resistance factor = 1.0<br/>        • Minimum longitudinal reinforcement per [[#751.31.2.3 General Design Assumptions\|EPG 751.31.2.3 General Design Assumptions]]<br/>'''<sup>3</sup>''' The shear reinforcement tabulated is adequate for collision but may not be adequate for other design checks. For example, columns greater than 5’-0” require more stirrups to meet min reinforcement. Lesser reinforcement values may be used by design. Design is required for 3’-0” and 3’-6” columns because the design criteria used for the table requires double stirrups which is not common practice.
	\|}		\|}
	</center>		</center>

Smithk: /* 751.31.3 Reinforcement */ minor clarifications

2019-12-03T16:18:25Z

751.31.3 Reinforcement: minor clarifications

← Older revision		Revision as of 11:18, 3 December 2019
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	::Show spiral details of [[751.9 LFD Seismic#Fig. 751.9.3.1.7.4\|Fig. 751.9.3.1.7.4]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.		::Show spiral details of [[751.9 LFD Seismic#Fig. 751.9.3.1.7.4\|Fig. 751.9.3.1.7.4]] on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.

			{\| style="margin: 1em auto 1em auto"
	[[Image:751.31.3.2.3 part elev.jpg\|left\|375px]]		\|-
			\|[[Image:751.31.3.2.3 part elev.jpg\|left\|375px]]\|\|valign="center"\|(1) Location 2 development length.<br/><br/>(2) Check clearance to concrete piles.<br/><br/>See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
			\|}



	(1) Location 2 development length.

	(2) Check clearance to concrete piles.

	See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.

	See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.

	===751.31.3.3 Web Beam===		===751.31.3.3 Web Beam===
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	[[Image:751.31.3.4.1.jpg\|center\|800px]]		[[Image:751.31.3.4.1.jpg\|center\|800px]]

	[[Image:751.31.3.4.2.jpg\|left\|275px]]		{\| style="margin: 1em auto 1em auto"
			\|-
	(1) Location 1 development length, f'c = 3 ksi:		\|[[Image:751.31.3.4.2.jpg\|left\|275px]]\|\|(1) Location 1 development length, f'c = 3 ksi: <br/>22" (uncoated #4), 26" (epoxy coated #4)<br/>28" (uncoated #5), 33" (epoxy coated #5)<br/>(2) Location 1 development length.<br/>(3) Location 2 development length.<br/>(4) Location 2 Class B lap splice.<br/>(5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars.<br/>(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.<br/><br/>
	~~:::~~22" (uncoated #4), 26" (epoxy coated #4)		See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
	~~:::~~28" (uncoated #5), 33" (epoxy coated #5)		\|}

	(2) Location 1 development length.

	(3) Location 2 development length.

	(4) Location 2 Class B lap splice.

	(5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars.

	(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.

	See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.

	See [http://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.



	===751.31.3.5 Hammer Head Type===		===751.31.3.5 Hammer Head Type===

Smithk: /* 751.31.3.2 Column */

2019-12-03T15:51:48Z

751.31.3.2 Column

← Older revision		Revision as of 10:51, 3 December 2019
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	{\|border="1" cellspacing="1" cellpadding="1" style="text-align:center"		{\|border="1" cellspacing="1" cellpadding="1" style="text-align:center"
	\|-		\|-
	!rowspan="2"\|Column Diameter!!rowspan="2"\|Minimum Reinforcement<br>(400k shear force -<br>see [http://epg.modot.org/index.php~~?title=~~751.2_Loads~~&action=edit&section=11~~ EPG 751.2.2.6 Other Loads])!!colspan="2"\|Minimum Lap Splice		!rowspan="2"\|Column Diameter!!rowspan="2"\|Minimum Reinforcement<br>(400k shear force -<br>see [http://epg.modot.org/index.php/751.2_Loads#751.2.2.6_Other_Loads EPG 751.2.2.6 Other Loads])!!colspan="2"\|Minimum Lap Splice
	\|-		\|-
	!Uncoated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)!!Epoxy Coated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)		!Uncoated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)!!Epoxy Coated<br/>(f’c = 3ksi)<br/>(Cl. = 1½”)

← Older revision		Revision as of 14:07, 19 July 2024
Line 47:		Line 47:
	Beam		Beam

	:A = Length to be determined by the superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, to the		:A = Length to be determined by the superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, to the
	::nearest 1”. Use square ends.		::nearest 1”. Use square ends.

	:B = Width to be determined by the minimum of: superstructure requirements, [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, or		:B = Width to be determined by the minimum of: superstructure requirements, [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, or
	::column diameter + 6”. (6” increments) (*)		::column diameter + 6”. (6” increments) (*)

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	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

	::2) Beam width controlled by [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria.		::2) Beam width controlled by [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria.
	:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”		:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

Line 84:		Line 84:
	Beam		Beam

	:A = Length to be determined by the superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, to the		:A = Length to be determined by the superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, to the
	::nearest 1”. Use square ends.		::nearest 1”. Use square ends.

	:B = Width to be determined by the minimum of: superstructure requirements, [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, or		:B = Width to be determined by the minimum of: superstructure requirements, [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, or
	::column diameter + 6”. (6” increments) (*)		::column diameter + 6”. (6” increments) (*)

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	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

	::2) Beam width controlled by [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria.		::2) Beam width controlled by [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria.
	:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”		:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

Line 125:		Line 125:
	Beam		Beam

	:A = Length to be determined by the superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, to the		:A = Length to be determined by the superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, to the
	::nearest 1”. Use square ends.		::nearest 1”. Use square ends.

	:B = Width to be determined by the minimum of: superstructure requirements, [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, or		:B = Width to be determined by the minimum of: superstructure requirements, [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, or
	::column diameter + 6”. (6” increments) (*)		::column diameter + 6”. (6” increments) (*)

Line 144:		Line 144:
	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

	::2) Beam width controlled by [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria.		::2) Beam width controlled by [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria.
	:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”		:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

Line 167:		Line 167:
	Beam		Beam

	:A = Length to be determined by the superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, to the		:A = Length to be determined by the superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, to the
	::nearest 1”. Use square ends.		::nearest 1”. Use square ends.

	:B = Width to be determined by the minimum of: superstructure requirements, [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, or		:B = Width to be determined by the minimum of: superstructure requirements, [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, or
	::column diameter + 6”. (6” increments) (*)		::column diameter + 6”. (6” increments) (*)

Line 188:		Line 188:
	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

	::2) Beam width controlled by [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria.		::2) Beam width controlled by [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria.
	:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”		:::<math>\, \Rightarrow</math>3” ≤ D' ≤ 15”

Line 213:		Line 213:

	Beam		Beam
	:L = Length to be determined by the superstructure requirements or the [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, to the		:L = Length to be determined by the superstructure requirements or the [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, to the
	:nearest 1”. Use square ends.		:nearest 1”. Use square ends.

	:B = Width to be determined by the minimum of: superstructure requirements, [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria, or		:B = Width to be determined by the minimum of: superstructure requirements, [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria, or
	:column width + 6”. (6” increments) (*)		:column width + 6”. (6” increments) (*)

Line 238:		Line 238:
	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 6”

	::2) Beam width controlled by [[751.~~9 LFD Seismic#751.9.2.3 Minimum Support Length~~\|minimum support length]] required for earthquake criteria.		::2) Beam width controlled by [[751.9_Bridge_Seismic_Design\|minimum support length]] required for earthquake criteria.
	:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 15”		:::<math>\, \Rightarrow</math> 3” ≤ D' ≤ 15”

← Older revision		Revision as of 10:26, 25 October 2021
Line 992:		Line 992:
	[[Image:751.31.1.3.1.3.jpg\|center\|350px]]		[[Image:751.31.1.3.1.3.jpg\|center\|350px]]

	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.

	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.

	See [~~http~~://epg.modot.org/index.php/751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Protection EPG 751.13.1.4] for details of protective coating and sloping top of beam to drain when below an expansion device.		See [https://epg.modot.org/index.php/751.13_Expansion_Devices#751.13.1.4_Details_of_Substructure_Protection EPG 751.13.1.4] for details of protective coating and sloping top of beam to drain when below an expansion device.

	===751.31.3.2 Column===		===751.31.3.2 Column===
Line 1,055:		Line 1,055:
	{\| style="margin: 1em auto 1em auto"		{\| style="margin: 1em auto 1em auto"
	\|-		\|-
	\|[[Image:751.31.3.2.3 part elev.jpg\|left\|375px]]\|\|valign="center"\|(1) Location 2 development length.<br/><br/>(2) Check clearance to concrete piles.<br/><br/>See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.		\|[[Image:751.31.3.2.3 part elev.jpg\|left\|375px]]\|\|valign="center"\|(1) Location 2 development length.<br/><br/>(2) Check clearance to concrete piles.<br/><br/>See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
	\|}		\|}

Line 1,082:		Line 1,082:
	(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.		(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.

	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.

	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.


Line 1,094:		Line 1,094:
	\|-		\|-
	\|[[Image:751.31.3.4.2.jpg\|left\|275px]]\|\|(1) Location 1 development length, f'c = 3 ksi: <br/>22" (uncoated #4), 26" (epoxy coated #4)<br/>28" (uncoated #5), 33" (epoxy coated #5)<br/>(2) Location 1 development length.<br/>(3) Location 2 development length.<br/>(4) Location 2 Class B lap splice.<br/>(5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars.<br/>(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.<br/><br/>		\|[[Image:751.31.3.4.2.jpg\|left\|275px]]\|\|(1) Location 1 development length, f'c = 3 ksi: <br/>22" (uncoated #4), 26" (epoxy coated #4)<br/>28" (uncoated #5), 33" (epoxy coated #5)<br/>(2) Location 1 development length.<br/>(3) Location 2 development length.<br/>(4) Location 2 Class B lap splice.<br/>(5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars.<br/>(6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice.<br/><br/>
	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.<br/><br/>See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.
	\|}		\|}

Line 1,125:		Line 1,125:
	:(7) See LRFD 5.10.6.3 for tie requirements.		:(7) See LRFD 5.10.6.3 for tie requirements.

	See [~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.8_Development_and_Lap_Splices EPG 751.5.9.2.8] for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required.

	See[~~http~~://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.		See [https://epg.modot.org/index.php/751.5_Structural_Detailing_Guidelines#751.5.9.2.2_Epoxy_Coated_Reinforcement_Requirements EPG 751.5.9.2.2] for epoxy coated reinforcement requirements.

	===751.31.3.6 Collision Wall===		===751.31.3.6 Collision Wall===