751.10 General Superstructure - Revision history

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):

Hoskir: updated 751.10.1.7.1, 751.10.1.7.2, 751.10.2.4 per RR3884

2024-07-19T14:51:16Z

updated 751.10.1.7.1, 751.10.1.7.2, 751.10.2.4 per RR3884

← Older revision		Revision as of 09:51, 19 July 2024
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	\|}		\|}

	====751.10.1.7.1 Standard Full Depth CIP Bridge Deck Slabs Using Conventional or SIP Corrugated Steel Forms====		==== 751.10.1.7.1 Standard Full Depth CIP Bridge Deck Slabs Using Conventional Forms, SIP Corrugated Steel Forms, or SIP Transparent Forms ====

	{\| 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)\|\|Full depth CIP (cast-in-place) slab cross sections with reinforcement designed for the HL-93 live load are shown for nine standard roadway widths.		\| width="40" \| (A) \|\| Full depth CIP (cast-in-place) slab cross sections with reinforcement designed for the HL-93 live load are shown for nine standard roadway widths.
	\|-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.
	\|-valign="top"		\|- valign="top"
	\|(C)\|\|Slab design is based on ultimate strength design, f’c equals 4 ksi, and Grade 60 reinforcing steel.		\| (C) \|\| Slab design is based on ultimate strength design, f’c equals 4 ksi, and Grade 60 reinforcing steel.
	\|-valign="top"		\|- valign="top"
	\|(D)\|\|When the flange width exceeds the bottom longitudinal reinforcement spacing over the girder, reduce the bar spacing between the girders and increase the bar spacing over the girder to clear the flange edges.		\| (D) \|\| When the flange width exceeds the bottom longitudinal reinforcement spacing over the girder, reduce the bar spacing between the girders and increase the bar spacing over the girder to clear the flange edges.
	\|-valign="top"		\|- valign="top"
	\|(E)\|\|When the structure is on grade, determine lengths of the longitudinal reinforcement in the slab and barrier from the actual length.		\| (E) \|\| When the structure is on grade, determine lengths of the longitudinal reinforcement in the slab and barrier from the actual length.
	\|-valign="top"		\|- valign="top"
	\|(F)\|\|For slab design, the centerline of wheels is located one foot from face of barrier or curbs.		\| (F) \|\| For slab design, the centerline of wheels is located one foot from face of barrier or curbs.
	\|-valign="top"		\|- valign="top"
	\|(G)\|\|Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.		\| (G) \|\| Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.
	\|-valign="top"		\|- valign="top"
	\|(H)\|\|The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).		\| (H) \|\| The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).
	\|-valign="top"		\|- valign="top"
	\|(I)\|\|Standard slab designs do not include the effect of features not shown (i.e. sidewalk, fence, utilities, etc…) except for future wearing surface.		\| (I) \|\| Standard slab designs do not include the effect of features not shown (i.e. sidewalk, fence, utilities, etc…) except for future wearing surface.
	\|-valign="top"		\|- valign="top"
	\|(J)\|\| Guidance for minimum concrete cover for top slab bars is 3 inches and shall meet [[751.5 Structural Detailing Guidelines#751.5.9.2 Reinforcing Steel\|EPG 751.5.9.2 Reinforcing Steel]]. This cover is required for #6 top slab bars used in tandem. An exception is made for larger top slab bars, e.g. #8 longitudinal bars where cover will need to be reduced to 2 3/4 inches.		\| (J) \|\| Guidance for minimum concrete cover for top slab bars is 3 inches and shall meet [[751.5 Structural Detailing Guidelines#751.5.9.2 Reinforcing Steel\|EPG 751.5.9.2 Reinforcing Steel]]. This cover is required for #6 top slab bars used in tandem. An exception is made for larger top slab bars, e.g. #8 longitudinal bars where cover will need to be reduced to 2 3/4 inches.
	\|-valign="top"		\|- valign="top"
	\| (K) \|\| The standard slab reinforcement shown in this article for HL-93 live load were designed using dead loads given in [[#751.10.2.3 Corrugated Steel Forms \|EPG 751.10.2.3]] for stay-in-place corrugated steel forms.		\| (K) \|\| The standard slab reinforcement shown in this article for HL-93 live load were designed using dead loads given in [[#751.10.2.3 Corrugated Steel Forms\|EPG 751.10.2.3]] for stay-in-place corrugated steel forms and [[751.10_General_Superstructure#751.10.2.4_Transparent_Forms\|EPG 751.10.2.4]] for stay-in-place transparent forms.
	\|}		\|}

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	\|(G)\|\|Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.		\|(G)\|\|Standard slabs were designed assuming 12-inch minimum flanges and are applicable for plate girders, wide flange beams, MoDOT prestressed girders, and NU and bulb-tee girders when slab drains are not required or slab cantilevers that are less than 44 inches in the case of bulb-tee girders.
	\|-valign="top"		\|-valign="top"
	\|(H)\|\|When a barrier is permanently required on the structure, other than at the edge of slab or where precast prestressed panels are not used for other reasons, panels shall not be used in the bay underneath the barrier. Check reinforcement in the full depth CIP bay for collision and wheel loads on opposite faces of the barrier and provide suitable anchorage of the barrier reinforcing steel.		\|(H)\|\|When a barrier is permanently required on the structure, other than at the edge of slab or where precast prestressed panels are not used for other reasons, panels shall not be used in the bay underneath the barrier. 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. Check reinforcement in the full depth CIP bay for collision and wheel loads on opposite faces of the barrier and provide suitable anchorage of the barrier reinforcing steel.
	\|-valign="top"		\|-valign="top"
	\|(J)\|\|The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).		\|(J)\|\|The bridge roadway width, from gutter line to gutter line, shall be the same as the roadway width (from outside edge of shoulder to outside edge of shoulder).
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	</center>		</center>

	===751.10.2.3 Corrugated Steel Forms ===		=== 751.10.2.3 Corrugated Steel Forms ===

	'''General Guidelines'''		'''General Guidelines'''
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	<center>[[Image:751.10.2.3 sec a-a.jpg\|500px]]</center>		<center>[[Image:751.10.2.3 sec a-a.jpg\|500px]]</center>
	<center>'''Section A-A'''</center>		<center>'''Section A-A'''</center>

			=== 751.10.2.4 Transparent Forms ===

			'''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 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.

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

			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.

			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 of transparent 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:751.10.2.4_01.png\|600px]]</center>
			<center>'''Steel Girders'''</center>

	== 751.10.3 Bridge Deck Drainage - Slab Drains ==		== 751.10.3 Bridge Deck Drainage - Slab Drains ==

Hoskir: /* 751.10.1.6 Slab Overhang Section Design */ updated per RR3750

2023-08-14T18:38:32Z

751.10.1.6 Slab Overhang Section Design: updated per RR3750

← Older revision		Revision as of 13:38, 14 August 2023
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	'''Slab Thickness'''		'''Slab Thickness'''

	For new multi-span bridges the overhang slab thickness shall be 8½ inches. For new single span bridges the overhang slab thickness ~~may be reduced to 8 inches~~.		For new multi-span bridges the overhang slab thickness shall be 8½ inches. For new single span bridges the overhang slab thickness shall match the depth used between girders.

Hoskir: /* 751.10.1.5 Interior Section Design */ updated per RR3750

2023-08-14T18:34:08Z

751.10.1.5 Interior Section Design: updated per RR3750

← Older revision		Revision as of 13:34, 14 August 2023
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	'''Slab Thickness'''		'''Slab Thickness'''

	For multi-span bridges the slab portion between girders shall be 8 1/2” thick for both the full depth cast-in-place concrete and partial depth precast prestressed concrete panel standard slabs. For new single-span bridges the slab thickness may be reduced to 8 inches..		For multi-span bridges the slab portion between girders shall be 8 1/2” thick for both the full depth cast-in-place concrete and partial depth precast prestressed concrete panel standard slabs. For new single-span bridges the slab thickness may be reduced to 8 inches for full depth cast-in-place decks. A minimum 5 1/2-inch cast-in place topping is required when precast panels are used.

	'''Design Cases'''		'''Design Cases'''
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	:{\|		:{\|
	\|At Bottom of CIP slabs\|\|width="20"\| \|\|1.00 inch		\| At Bottom of CIP slabs \|\| width="20"\| \|\|1.00 inch
	\|-		\|-
	\|Bottom of CIP slab over P/C P/S panels\|\| \|\|1.00 inch		\| Bottom of CIP slab over P/C P/S panels \|\| \|\| 1.00 inch
	\|-		\|-
	\|Top reinforcing (multi-span bridges)\|\| \|\|3 inches preferred, 2 3/4 inches absolute		\| Top reinforcing (multi-span bridges) \|\| \|\| 3 inches preferred, 2 3/4 inches absolute
	\|-		\|-
	\|Top reinforcing (single span bridges)\|\| \|\|3 inches preferred~~, 2 5/8 inches absolute~~		\| Top reinforcing (single span bridges) \|\| \|\| 3 inches preferred
	\|}		\|}

	For new single span bridges that utilize an 8-inch slab thickness, the clear cover to the top longitudinal reinforcing shall be 2 5/8 inches.		For new single span bridges with full depth cast-in-place decks that utilize an 8-inch slab thickness, the clear cover to the top longitudinal reinforcing shall be 2 5/8 inches.

	For redecks where the slab thickness is required to be less than 8 1/2 inches due to grade restrictions, the absolute min to the top reinforcing steel is 2 inches.		For redecks where the slab thickness is required to be less than 8 1/2 inches due to grade restrictions, the absolute min to the top reinforcing steel is 2 inches.