751.10 General Superstructure - Revision history

Hoskir: /* 751.10.4 Conduit Systems */ added link to sec 1060

2025-09-09T13:36:25Z

751.10.4 Conduit Systems: added link to sec 1060

← Older revision		Revision as of 08:36, 9 September 2025
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	== 751.10.4 Conduit Systems ==		== 751.10.4 Conduit Systems ==

	'''General'''		'''General'''

	Conduit system shall be provided on ~~structures~~ when specified on the Design Layout.		Conduit system shall be provided on structure when specified on the Design Layout.

	All conduits shall be rigid, nonmetallic, Schedule 40, heavy wall polyvinyl chloride		All conduits shall be rigid, nonmetallic, Schedule 40, heavy wall polyvinyl chloride
	(PVC) and in accordance with [~~http~~://www.modot.org/~~business/standards_and_specs/SpecbookEPG.pdf#page=14~~ Sec 1060].		(PVC) and in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1060].

	All conduit fittings for PVC conduits shall be in accordance with Sec 1060.		All conduit fittings for PVC conduits shall be in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1060].

	All conduit clamps, if required, shall be commercially available, nonmetallic conduit clamps and approved by the engineer.		All conduit clamps, if required, shall be commercially available, nonmetallic conduit clamps and approved by the engineer.

Hoskir: /* 751.10.4 Conduit Systems */ updated per RR4098

2025-09-05T20:06:39Z

751.10.4 Conduit Systems: updated per RR4098

← Older revision		Revision as of 15:06, 5 September 2025
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	'''General'''		'''General'''

	Conduit ~~systems~~ shall be provided on structures when specified on the Design Layout.		Conduit system shall be provided on structures when specified on the Design Layout.

	All conduits shall be rigid, nonmetallic, Schedule 40, heavy wall polyvinyl chloride		All conduits shall be rigid, nonmetallic, Schedule 40, heavy wall polyvinyl chloride
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	Single or multiple conduits may be used.		Single or multiple conduits may be used.

	Minimum clearance to single or multiple conduits encased in concrete shall be 3 ~~in.~~, unless otherwise shown.		Minimum clearance to single or multiple conduits encased in concrete shall be 3 inches, unless otherwise shown.

	For single conduit placement, 3-inch round conduit is the maximum size preferred and shall be placed in the barrier.		For single conduit placement, 3-inch round conduit is the maximum size preferred and shall be placed in the barrier.
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	:Placement method of multiple conduits shall be determined on a case-by-case basis. Other options include placing conduits on hangers or placing conduits in a deepened slab. Hangers and supports may be designed in accordance to a manufacturer’s specifications or they can be designed by a manufacturer for all external and internal loads. This depends on the number of conduits to be supported by hangers and the complexity of the design. Supporting connections like concrete anchors into the bridge must also be designed. Spacing of hangers may be made by the manufacturer and if necessary as shown on the plans. Resin anchors are not allowed for overhead installations. Special provisions may be required to instruct the contractor for this work.		:Placement method of multiple conduits shall be determined on a case-by-case basis. Other options include placing conduits on hangers or placing conduits in a deepened slab. Hangers and supports may be designed in accordance to a manufacturer’s specifications or they can be designed by a manufacturer for all external and internal loads. This depends on the number of conduits to be supported by hangers and the complexity of the design. Supporting connections like concrete anchors into the bridge must also be designed. Spacing of hangers may be made by the manufacturer and if necessary as shown on the plans. Resin anchors are not allowed for overhead installations. Special provisions may be required to instruct the contractor for this work.

	All conduits shall be placed near the outside face of the barrier. For junction		All conduits shall be placed near the outside face of the barrier. For junction box placements at the roadway face of the barrier, conduit bends or sweeps shall be required for connecting the conduit to the junction boxes. Refer to [[751.10 General Superstructure#Junction Boxes and Placement\|Junction Boxes and Placement Guidelines]].
	box placements at the roadway face of the barrier, conduit bends or sweeps shall be required for connecting the conduit to the junction boxes. Refer to [[751.10 General Superstructure#Junction Boxes and Placement\|Junction Boxes and Placement Guidelines]].

	Shift reinforcing steel in the field where necessary to clear all conduits and junction		Near expansion device, minimum clearance between top of slab and bottom of conduit placed in the barrier shall be 6 inches.
	boxes.
			Shift reinforcing steel in the field where necessary to clear all conduits and junction boxes.

	For placement of single or multiple conduits in barrier other than as shown, sizing and placement shall similarly follow these guidelines. Review for applicability and special detailing.		For placement of single or multiple conduits in barrier other than as shown, sizing and placement shall similarly follow these guidelines. Review for applicability and special detailing.
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	:* May be attached to outside face of barrier if necessary.		:* May be attached to outside face of barrier if necessary.
	:* May be attached between girders.		:* May be attached between girders.
	:* May be attached to underside of deck cantilevers but ~~may~~ not be attached near slab edge and not on slab bridge due to clearance issues.		:* May be attached to underside of deck cantilevers but shall not be attached near slab edge and not on slab bridge due to clearance issues.
	:* ~~May~~ not be attached to prestressed panels.		:* Shall not be attached to prestressed panels.


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	\| \|\| <center>'''Conduit Systems Placement'''</center> \|\|		\| \|\| <center>'''Conduit Systems Placement'''</center> \|\|
	\|-		\|-
	\| [[image:751.10.4-~~Single_Conduit_in_Slab-Feb-23~~.jpg\|center\|x175px]]		\| [[image:751.10.4_01_09-25.jpg\|center\|x175px]]
	\| [[image:751.10.~~4-Single_Conduit_in_Barrier-Feb~~-23.jpg\|center\|x175px]]		\| [[image:751.10.4_02_09-25.jpg\|center\|x175px]]
	\| [[image:751.10.~~4-Multiple_Conduits_in_Safety_Barrier-Feb~~-23.jpg\|center\|x175px]]		\| [[image:751.10.4_03_09-25.jpg\|center\|x175px]]
	\|- style="text-align: center; vertical-align: top;"		\|- style="text-align: center; vertical-align: top;"
	\| <b>Section of Single Conduit in Slab</b>		\| <b>Section Showing Single Conduit in Slab</b>
	\| <b>Section Showing Single Conduit in Barrier</b>		\| <b>Section Showing Single Conduit in Barrier</b>
	\| <b>Section of Multiple Conduits in ~~Safety~~ Barrier ~~Curb~~</b>		\| <b>Section Showing Multiple Conduits in Barrier</b>
	\|- style="vertical-align: top;"		\|- style="vertical-align: top;"
	\|		\|
	\| * Single 4-inch round conduit if absolutely required</br>to meet the project need and based on core team agreement.</br>** 3 ½-inch clear provides approximately 1” clearance</br>between the conduit and vertical reinforcing steel.		\| (1) Single 4-inch round conduit if absolutely required</br>to meet the project need and based on core team agreement.</br>(2) 3 ½-inch clear provides approximately 1” clearance</br>between the conduit and vertical reinforcing steel.</br>(3) 6” minimum clearance near expansion device.
	\| * One-inch minimum.</br> Single four-inch round conduit if absolutely</br>required to meet the project need and based on</br>core team agreement.</br>~~*~~ 3 ½-inch clear provides approximately 1”</br>clearance between the conduit and vertical</br>reinforcing steel.		\| (1) One-inch minimum.</br>(2) Single four-inch round conduit if absolutely</br>required to meet the project need and based on</br>core team agreement.</br>(3) 3 ½-inch clear provides approximately 1”</br>clearance between the conduit and vertical</br>reinforcing steel.</br>(4) 6” minimum clearance near expansion device.
	\|-		\|-
	\|		\|
	\|-		\|-
	\| [[image:751.10.4-~~Multiple_Conduits_in_Deepened_Slab-Feb-23~~.jpg\|center\|x250px]]		\| [[image:751.10.4_04_09-25.jpg\|center\|x250px]]
	\| [[image:751.10.4-Section_Suspended_Conduit-Feb-23.jpg\|center\|x250px]]		\| [[image:751.10.4-Section_Suspended_Conduit-Feb-23.jpg\|center\|x250px]]
	\| [[image:751.10.4-Section_Suspended_Conduit_DetailA-Feb-23.jpg\|center\|x200px]]		\| [[image:751.10.4-Section_Suspended_Conduit_DetailA-Feb-23.jpg\|center\|x200px]]
	\|- style="text-align: center; vertical-align: top;"		\|- style="text-align: center; vertical-align: top;"
	\| <b>Section of Multiple Conduits in Deepened Slab</b>		\| <b>Section Showing Multiple Conduits in Deepened Slab</b>
	\| <b>Part Section of Suspended Conduit (on Hanger) at Drain</b>		\| <b>Part Section Showing Suspended Conduit (on Hanger) at Drain</b>
	\| <b>Detail A (Hanger)</b>		\| <b>Detail A (Hanger)</b>
	\|- style="vertical-align: top;"		\|- style="vertical-align: top;"
	\| * Permissible combination may include 4-inch round</br>conduit. More than two conduits may be used.		\| (1) Permissible combination may include 4-inch round</br>conduit. More than two conduits may be used.
	\|		\|
	\|		\|
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	For expansion fittings of conduit to be encased in concrete:		For expansion fittings of conduit to be encased in concrete:

	:Expansion fittings shall be specified on the bridge plans where conduit expansion and contraction will coincide with the expansion and contraction of the bridge superstructure, for example at expansion devices or gaps, i.e. open, closed or filled joints, including filled joints in the barrier where conduit is placed in the barrier.		:Expansion fittings shall be specified on the bridge plans where conduit expansion and contraction will coincide with the expansion and contraction of the bridge superstructure, for example at expansion devices or gaps, i.e. open, closed or filled joints, including filled joints in the barrier where conduit is placed in the barrier. Near expansion device, minimum clearance between top of slab and bottom of conduit placed in the barrier shall be 6 inches.

	:Estimated total expansion movement shall be specified on the bridge plans for each location where an expansion fitting is specified and based on the coefficient of thermal expansion for either a steel or concrete superstructure.		:Estimated total expansion movement shall be specified on the bridge plans for each location where an expansion fitting is specified and based on the coefficient of thermal expansion for either a steel or concrete superstructure.

Hoskir: /* 751.10.1.14 Girder and Beam Haunch Reinforcement */ updated per RR4028

2025-04-11T20:43:26Z

751.10.1.14 Girder and Beam Haunch Reinforcement: updated per RR4028

← Older revision		Revision as of 15:43, 11 April 2025
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	:(5) Add asterisked note when there is insufficient clearance or hairpins with varying vertical heights may be used.		:(5) Add asterisked note when there is insufficient clearance or hairpins with varying vertical heights may be used.

	Hairpin bars and tie bars shall be shown on the plan of slab. Splice lengths of the tie bars shall also be specified if required. For deck replacements without a plan of slab the hairpin bars and tie bars shall be shown either on a part plan detail or in a table. Include these bars in the slab reinforcing steel quantities.		Hairpin bars and tie bars shall be shown on the plan of slab. Splice lengths of the tie bars shall also be specified if required (19” for #4 bars). For deck replacements without a plan of slab the hairpin bars and tie bars shall be shown either on a part plan detail or in a table. Include these bars in the slab reinforcing steel quantities.

	[[image:751.10.1.~~14 example~~.~~jpg~~\|center\|~~950px~~]]		[[image:751.10.1.14_02.png\|center\|1000px]]
	<center>'''Example'''</center>		<center>'''Example'''</center>

Hoskir: /* 751.10.2.4 Transparent Forms */ updated per RR3947

2024-10-10T20:54:12Z

751.10.2.4 Transparent Forms: updated per RR3947

← Older revision		Revision as of 15:54, 10 October 2024
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	'''General Guidelines'''		'''General Guidelines'''

	Transparent forms may be used on steel and prestressed girder, voided slab, and box girder beam ~~structures. Do not use transparent forms on horizontally curved steel~~ structures.		Transparent forms may be used on steel and prestressed girder, voided slab, and box girder beam structures.

	Transparent forms are preferred to corrugated steel forms for bridges that carry a minimum of 10,000 AADT. Transparent forms should also be considered for bridges spanning railroads, rivers, or roadways with traffic volumes greater than 10,000 AADT.		Transparent forms are preferred to corrugated steel forms for bridges that carry a minimum of 10,000 AADT. Transparent forms should also be considered for bridges spanning railroads, rivers, or roadways with traffic volumes greater than 10,000 AADT.

Hoskir: /* 751.10.1.15 Deck Concrete Finishing */ updated per RR3927

2024-09-05T17:22:00Z

751.10.1.15 Deck Concrete Finishing: updated per RR3927

← Older revision		Revision as of 12:22, 5 September 2024
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	===751.10.1.15 Deck Concrete Finishing===		===751.10.1.15 Deck Concrete Finishing===

	Bridge decks are normally finished with an approved mechanical finishing machine per [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703.3.5]. The use of a vibratory screed in place of a finishing machine is allowed if the guidance below is satisfied or the ~~core team determines it is applicable~~ for a particular bridge. Although vibratory screeds may contribute to an overworked concrete surface where durability of the deck may be reduced, there are applications where the weight and bulk of the finishing machine may not be practical. For instance, most re-decks consist of steel wide flange beams where the contractor may have to heavily brace the exterior beams for the finishing machine. Using a vibratory screed may allow the contractor to use less bracing and finish with much lighter equipment. In addition, a vibratory screed is useful when the finishing machine framework is too wide and would interfere with traffic or adjacent physical obstacles. If a vibratory screed is allowed for deck finishing, add note B3.25 (A2.14 for box culverts) on the bridge plans.		Bridge decks are normally finished with an approved mechanical finishing machine per [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703.3.5]. The use of a vibratory screed in place of a finishing machine is allowed if the guidance below is satisfied or with approval of the SPM, SLE or owner’s representative for a particular bridge. Although vibratory screeds may contribute to an overworked concrete surface where durability of the deck may be reduced, there are applications where the weight and bulk of the finishing machine may not be practical. For instance, most re-decks consist of steel wide flange beams where the contractor may have to heavily brace the exterior beams for the finishing machine. Using a vibratory screed may allow the contractor to use less bracing and finish with much lighter equipment. In addition, a vibratory screed is useful when the finishing machine framework is too wide and would interfere with traffic or adjacent physical obstacles. If a vibratory screed is allowed for deck finishing, add note B3.25 (A2.14 for box culverts) on the bridge plans.

	Guidance for allowing a vibratory screed:		Guidance for allowing a vibratory screed:

Hoskir: /* 751.10.2.4 Transparent Forms */ updated per RR3912

2024-07-30T17:11:13Z

751.10.2.4 Transparent Forms: updated per RR3912

← Older revision		Revision as of 12:11, 30 July 2024
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	'''General Guidelines'''		'''General Guidelines'''

	~~Use of transparent~~ forms may be used on steel and prestressed girder, voided slab, and box girder beam structures. Do not use transparent forms on horizontally curved steel structures.		Transparent forms may be used on steel and prestressed girder, voided slab, and box girder beam structures. Do not use transparent forms on horizontally curved steel structures.

	Transparent forms are preferred to corrugated steel forms for bridges that carry a minimum of 10,000 AADT. Transparent forms should also be considered for bridges spanning railroads, rivers, or roadways with traffic volumes greater than 10,000 AADT.		Transparent forms are preferred to corrugated steel forms for bridges that carry a minimum of 10,000 AADT. Transparent forms should also be considered for bridges spanning railroads, rivers, or roadways with traffic volumes greater than 10,000 AADT.
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	Use of transparent forms should be based on the final expected conditions of operation and expected in-service performance which should include reviewing the type of crossing, AADT under, salt spray under, surrounding bridge structure conditions, staged construction, etc.		Use of transparent forms should be based on the final expected conditions of operation and expected in-service performance which should include reviewing the type of crossing, AADT under, salt spray under, surrounding bridge structure conditions, staged construction, etc.

	~~Use of~~ transparent forms ~~should be considered as an alternate method~~ of ~~slab forming where use~~ of ~~precast prestressed concrete panel forms is not practical or not allowed. Consider transparent forms in bays beneath barriers~~.		When a barrier is permanently required over a girder bay, Stay-in-place transparent forms are preferred in the bay underneath the barrier to allow for inspection of the bottom of deck after barrier collisions.

	Design loading for bridge design shall include an allowance for the dead weight of the transparent forms. Use 5 psf dead loading for form spans up to 8 feet. The maximum form span for transparent forms is 8 feet.		Design loading for bridge design shall include an allowance for the dead weight of the transparent forms. Use 5 psf dead loading for form spans up to 8 feet. The maximum form span for transparent forms is 8 feet.

Hoskir: /* 751.10.2.3 Corrugated Steel Forms */ updated per RR3912

2024-07-30T17:03:46Z

751.10.2.3 Corrugated Steel Forms: updated per RR3912

← Older revision		Revision as of 12:03, 30 July 2024
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	'''General Guidelines'''		'''General Guidelines'''

	~~Use of corrugated~~ steel forms may be used on horizontally curved steel structures and prestressed girder, voided slab, and box girder beam structures.		Corrugated steel forms may be used on horizontally curved steel structures and prestressed girder, voided slab, and box girder beam structures.

	Use of corrugated steel forms shall be based on the approval of the Structural Project Manager or Structural Liaison Engineer.		Use of corrugated steel forms shall be based on the approval of the Structural Project Manager, Structural Liaison Engineer or owner's representative.

	Use of corrugated steel forms should be based on the final expected conditions of operation and expected in-service performance which should include reviewing the type of crossing, AADT under, salt spray under, surrounding bridge structure conditions, staged construction, etc.		Use of corrugated steel forms should be based on the final expected conditions of operation and expected in-service performance which should include reviewing the type of crossing, AADT under, salt spray under, surrounding bridge structure conditions, staged construction, etc.

	Use of corrugated steel forms should be considered as an alternate method of slab forming where use of precast prestressed concrete panel forms is not practical or not allowed.		Use of corrugated steel forms should be considered as an alternate method of slab forming where use of precast prestressed concrete panel forms is not practical or not allowed.

	~~Use of corrugated steel forms shall not be considered where precast prestressed concrete panel forms can be used.~~

	Design loading for bridge design shall include an allowance for the dead weight of the steel forms. Use 4 psf dead loading for form spans up to 10 feet beyond which either sagging of the form spans and the additional dead weight of the concrete may need to be considered in accordance with LRFD 9.7.4 or a greater dead loading for form spans may need to be considered.		Design loading for bridge design shall include an allowance for the dead weight of the steel forms. Use 4 psf dead loading for form spans up to 10 feet beyond which either sagging of the form spans and the additional dead weight of the concrete may need to be considered in accordance with LRFD 9.7.4 or a greater dead loading for form spans may need to be considered.

	Design of corrugated steel forms is the responsibility of the contractor in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703].		Design of corrugated steel forms is the responsibility of the contractor in accordance with [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 703].



	<center>[[Image:751.10.2.3 2020.jpg\|600px]]</center>		<center>[[Image:751.10.2.3 2020.jpg\|600px]]</center>
	<center>'''Steel Girders'''</center>		<center>'''Steel Girders'''</center>

Hoskir: /* 751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design */ updated per RR3912

2024-07-30T16:41:51Z

751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design: updated per RR3912

← Older revision		Revision as of 11:41, 30 July 2024
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	'''General Guidelines'''		'''General Guidelines'''

	~~Three~~-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping ~~shall be the preferred bridge deck used on all girder and beam structures except as noted in this article~~.		Use of precast prestressed panel forms shall be based on the approval of the Structural Project Manager, Structural Liaison Engineer or owner’s representative. A partial depth cast-in-place deck shall consist of three-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping.

	Precast prestressed panels may be used on horizontally curved steel and concrete structures based upon the approval of the Structural Project Manager or Structural Liaison Engineer. Consideration shall be given to the superelevation magnitude and its effects related to joint filler thickness and width requirements, top flange width requirements for setting panels, increased slab dead load, and any curvature effects on the design and details of the panels related to stability of the panels during a slab pour ensuring that sliding or shifting of the panels isn’t possible and related to cutting of the panels on skew. (Fabricating “wedge” shaped panel is dependent upon end strand cover and strand spacing requirements and therefore limited.)		Precast prestressed panels may be used on horizontally curved steel and concrete structures based upon the approval of the Structural Project Manager or Structural Liaison Engineer. Consideration shall be given to the superelevation magnitude and its effects related to joint filler thickness and width requirements, top flange width requirements for setting panels, increased slab dead load, and any curvature effects on the design and details of the panels related to stability of the panels during a slab pour ensuring that sliding or shifting of the panels isn’t possible and related to cutting of the panels on skew. (Fabricating “wedge” shaped panel is dependent upon end strand cover and strand spacing requirements and therefore limited.)

Hoskir: /* 751.10.1.7.2 Standard Partial Depth Precast Prestressed Panel Bridge Deck Slabs Using SIP P/C P/S Panel Forms */ updated per RR3912

2024-07-30T16:08:46Z

751.10.1.7.2 Standard Partial Depth Precast Prestressed Panel Bridge Deck Slabs Using SIP P/C P/S Panel Forms: updated per RR3912

← Older revision		Revision as of 11:08, 30 July 2024
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	{\| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"		{\| border="0" cellpadding="5" cellspacing="0" align="center" style="textalign:left"
	\|-valign="top"		\|-valign="top"
	\|width="40"\|(A)\|\|Precast prestressed panel bridge deck cross sections are not shown. ~~Three~~-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping ~~shall be the preferred bridge deck used on all girder and beam superstructures except as noted in EPG 751.10.2.1~~. For details, use standard full depth CIP deck cross sections and top deck reinforcement only replacing the bottom layer of reinforcement between the girders with panels. For nonstandard roadway cross sections, the deck slab is designed like a full depth CIP deck slab and detailed as before for standard roadway cross sections within the limits of panel width given in [[#751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design \|EPG 751.10.2.1 Precast Prestressed Concrete Panel Forms - Design]]. Cantilever reinforcement details for partial depth P/C P/S panel deck slabs are shown below.		\|width="40"\|(A)\|\|Precast prestressed panel bridge deck cross sections are not shown. A partial depth cast-in-place deck shall consist of three-inch precast prestressed panel forms with a 5 1/2-inch minimum cast-in-place concrete topping. For details, use standard full depth CIP deck cross sections and top deck reinforcement only replacing the bottom layer of reinforcement between the girders with panels. For nonstandard roadway cross sections, the deck slab is designed like a full depth CIP deck slab and detailed as before for standard roadway cross sections within the limits of panel width given in [[#751.10.2.1 Precast Prestressed (P/C P/S) Concrete Panel Forms - Design \|EPG 751.10.2.1 Precast Prestressed Concrete Panel Forms - Design]]. Cantilever reinforcement details for partial depth P/C P/S panel deck slabs are shown below.
	\|-valign="top"		\|-valign="top"
	\|(B)\|\|Slab design includes an allowance for 35 psf future wearing surface.		\|(B)\|\|Slab design includes an allowance for 35 psf future wearing surface.

Hoskir: /* 751.10.1.5 Interior Section Design */ updated per RR3912

2024-07-30T15:56:23Z

751.10.1.5 Interior Section Design: updated per RR3912

← Older revision		Revision as of 10:56, 30 July 2024
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	'''Determining Dead Load'''		'''Determining Dead Load'''

	~~Although P/C P/S panel slab is the preferred slab used for construction (when allowed), it may be assumed for~~ slab analysis that slab is cast-in-place (CIP). The maximum negative and positive dead load moment may be taken to be:		For slab analysis assume that slab is full depth cast-in-place (CIP). The maximum negative and positive dead load moment may be taken to be:

	Continuous over 4 girders (equally spaced):		Continuous over 4 girders (equally spaced):