751.40 LFD Widening and Repair - Revision history

Hoskir: updated per RR3945

2024-11-21T21:16:44Z

updated per RR3945

Hoskir: /* 751.40.8.10 Prestressed Concrete I-Girders */

2024-07-24T13:39:51Z

751.40.8.10 Prestressed Concrete I-Girders

← Older revision		Revision as of 08:39, 24 July 2024
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	\|valign="top" align="right"\|(*)\|\|align="left" width="300pt"\|Show these dimensions on the P/S concrete girder sheet.		\|valign="top" align="right"\|(*)\|\|align="left" width="300pt"\|Show these dimensions on the P/S concrete girder sheet.
	\|}		\|}


	===751.40.8.11 Open Concrete Intermediate Bents and Piers===		===751.40.8.11 Open Concrete Intermediate Bents and Piers===

Hoskir: updated per RR3868

2024-07-19T19:43:00Z

updated per RR3868

Show changes

Hoskir: /* 751.40.5.4 Cored Slab Drains */ updated per RR3764

2023-08-23T14:31:48Z

751.40.5.4 Cored Slab Drains: updated per RR3764

@@ Line 734: / Line 734: @@
 '''[https://www.modot.org/media/44343 RHB18]'''
 </div>
 ==751.40.6 Closure Pour==

Hoskir: /* 751.40.5.3 Structure with Wearing Surface Raising Slab Drains or Scuppers - Details */ updated per RR3764

2023-08-23T14:30:08Z

751.40.5.3 Structure with Wearing Surface Raising Slab Drains or Scuppers - Details: updated per RR3764

← Older revision		Revision as of 09:30, 23 August 2023
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	<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Typ_Section_thru_Scupper.gif]]</center>		<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Typ_Section_thru_Scupper.gif]]</center>



			<center>'''TYPICAL SECTION THRU SCUPPER'''</center>



			<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Plan_of_Grate_Support_and_Scupper_Extension.gif]]</center>


			<center>'''PLAN OF GRATE SUPPORT'''<BR/>'''AND'''<BR/>'''PLAN OF SCUPPER EXTENSION'''


			'''*''' Plate thicknesses should match those of existing scupper and existing grate.</center>

	===751.40.5.4 Cored Slab Drains===		===751.40.5.4 Cored Slab Drains===

Hoskir: /* 751.40.5.3 Structure with Wearing Surface Raising Slab Drains or Scuppers - Details */ updated per RR3764

2023-08-23T14:25:58Z

751.40.5.3 Structure with Wearing Surface Raising Slab Drains or Scuppers - Details: updated per RR3764

← Older revision		Revision as of 09:25, 23 August 2023
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	<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Typ_Section_thru_Scupper.gif]]</center>		<center>[[Image:751.40_Slab_Drain_Details_(Details_for_Raising_Scuppers)_Typ_Section_thru_Scupper.gif]]</center>

			===751.40.5.4 Cored Slab Drains===
			Cored slab drains may be installed in areas where the existing drainage is a concern, but the deck is not in need of replacement. Typically, 4-inch diameter drains are installed vertically to avoid the deck reinforcing steel which is typically spaced at 5-inch centers. If necessary, larger diameter drains or angled drains may be used with approval of the SPM or SLE.
			<div style="margin: auto; width:275px; background-color: white; padding: 0.3em; border: 1px solid black; text-align:center; border-radius:5px; box-shadow:5px 5px 5px #888888">
			'''[https://www.modot.org/bridge-standard-drawings-0 Bridge Standard Drawings]'''</br>
			----
			'''[https://www.modot.org/media/44343 RHB18]'''
			</div>

Hoskir: /* 751.40.8.5.1.1 Design Criteria */ updated per RR 3638

2023-02-22T15:53:57Z

751.40.8.5.1.1 Design Criteria: updated per RR 3638

← Older revision		Revision as of 10:53, 22 February 2023
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	Concrete for prestressed panels shall be Class A1 with <math>\, f'{c}</math> = 6,000 psi, <math>\, f'_{ci}</math> = 3,500 psi. Prestressing tendons shall be uncoated, low-relaxation, seven-wire(7) strands for prestressed concrete conforming to AASHTO M203 Grade 270, with nominal diameter of strand = 3/8" and area = 0.085 sq.in., minimum ultimate strength = 22.95 kips (270 ksi), and strand spacing = 4.5 inches.		Concrete for prestressed panels shall be Class A1 with <math>\, f'{c}</math> = 6,000 psi, <math>\, f'_{ci}</math> = 3,500 psi. Prestressing tendons shall be uncoated, low-relaxation, seven-wire(7) strands for prestressed concrete conforming to AASHTO M203 Grade 270, with nominal diameter of strand = 3/8" and area = 0.085 sq.in., minimum ultimate strength = 22.95 kips (270 ksi), and strand spacing = 4.5 inches.

	Panels shall be set on joint filler or polystyrene bedding material. Filler thickness shall be a Min. of 3/4" and a Max. of 2". Standard filler width is 1 1/2" except at splice plates where 3/4" Min. is allowed to clear splice bolts. Joint filler thickness may be reduced to a minimum of 1/4" over splice plates on steel structures. For prestressed girder structures, joint filler thickness may be varied within these limits to offset girder camber or at the contractor's option a uniform 3/4" (Min.) thickness may be used throughout. The same thickness shall be used under any one edge of any panel and the maximum change in thickness between adjacent panels shall be 1/4".		Panels shall be set on joint filler or polystyrene bedding material. Filler thickness shall be a Min. of 3/4" and a Max. of 2". Standard filler width is 1 1/2" except at splice plates where 3/4" Min. is allowed to clear splice bolts. Joint filler thickness may be reduced to a minimum of 1/4" over splice plates on steel structures. For prestressed girder structures, joint filler thickness may be varied within these limits to offset girder camber or at the contractor's option a uniform 3/4" (Min.) thickness may be used throughout. The same thickness shall be used under any one edge of any panel and the maximum change in thickness between adjacent panels shall be 1/4 inch for steel spans and 1/2 inch for concrete spans.

	Standard roadway cross sections and slab reinforcement for HS20 and HS20 Modified live loads are shown in this section. Reinforcement shown is for a cast-in-place slab or a P/S panel slab with the bottom layer of reinforcement between girders being replaced by the panels. Cantilever reinforcement details for P/S panel slab are shown in this section.		Standard roadway cross sections and slab reinforcement for HS20 and HS20 Modified live loads are shown in this section. Reinforcement shown is for a cast-in-place slab or a P/S panel slab with the bottom layer of reinforcement between girders being replaced by the panels. Cantilever reinforcement details for P/S panel slab are shown in this section.

Smithk: Per BR, updated broken links

2022-01-11T19:28:59Z

Per BR, updated broken links

← Older revision		Revision as of 14:28, 11 January 2022
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	\| style="background:#BEBEBE" width="400" \|'''[http://www.modot.org/business/consultant_resources/bridgestandards.htm Bridge Standard Drawings]'''		\| style="background:#BEBEBE" width="400" \|'''[http://www.modot.org/business/consultant_resources/bridgestandards.htm Bridge Standard Drawings]'''
	\|-		\|-
	\|align="center"\|[https://www.modot.org/~~media/14981~~ Fiber Reinforced Polymer (FRP) Wrap]		\|align="center"\|[https://www.modot.org/rehabilitation-surfacing-and-widening-rhb Fiber Reinforced Polymer (FRP) Wrap]
	\|}		\|}
	</center>		</center>
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	\|Note:\|\|Remove existing barrier above lower construction joint.		\|Note:\|\|Remove existing barrier above lower construction joint.
	\|-		\|-
	\| \|\|For details not shown, see [[751.12 ~~Protective Barricades~~\|EPG 751.12 ~~Protective Barricades~~]].		\| \|\|For details not shown, see [[751.12 Barriers, Railings, Curbs and Fences\|EPG 751.12 Barriers, Railings, Curbs and Fences]].
	\|}		\|}

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	Note: See [[751.50 Standard Detailing Notes#I2. Resin & Cone Anchors\|EPG 751.50 I2. Resin & Cone Anchors]] for appropriate notes. For details not shown, see [[751.12 ~~Protective Barricades~~\|EPG 751.12 ~~Protective Barricades~~]].		Note: See [[751.50 Standard Detailing Notes#I2. Resin & Cone Anchors\|EPG 751.50 I2. Resin & Cone Anchors]] for appropriate notes. For details not shown, see [[751.12 Barriers, Railings, Curbs and Fences\|EPG 751.12 Barriers, Railings, Curbs and Fences]].


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	'''Live Load Distribution Factors'''		'''Live Load Distribution Factors'''

	See [[~~751.40 Widening and Repair~~ #751.40.8.2.2 Distribution of Live Load\|EPG 751.40.8.2.2 Distribution of Live Load]]		See [[#751.40.8.2.2 Distribution of Live Load\|EPG 751.40.8.2.2 Distribution of Live Load]]


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	'''Physical Properties of Spans'''		'''Physical Properties of Spans'''

	:Composite Design - See [[~~751.40 Widening and Repair~~ #751.40.8.6 Composite Design\|Widening and Repair - Composite Design]].		:Composite Design - See [[#751.40.8.6 Composite Design\|Widening and Repair - Composite Design]].

	:Non-Composite Design - Use "Constant I" analysis.		:Non-Composite Design - Use "Constant I" analysis.

Smithk: /* 751.40.2.3.2 Bent Cap Shear Strengthening using FRP Wrap */

2021-12-15T13:30:32Z

751.40.2.3.2 Bent Cap Shear Strengthening using FRP Wrap

← Older revision		Revision as of 08:30, 15 December 2021
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	'''What condition of existing bent cap required for strengthening:''' If a cap is in poor shape where replacement should be considered, FRP should not be used. Otherwise, the cap beam can be repaired before applying FRP. Perform a minimum load check using (1.1DL + 0.75(LL+I))'''*''' on the existing cap beam to prevent catastrophic failure of the beam if the FRP fails (''ACI 440.2R, Guide for the Design and Construction of Externally Bonded FRP, Sections 9.2 and 9.3.3''). If the factored shear resistance of the cap beam is insufficient for meeting the factored minimum load check, then FRP strengthening should not be used.		'''What condition of existing bent cap required for strengthening:''' If a cap is in poor shape where replacement should be considered, FRP should not be used. Otherwise, the cap beam can be repaired before applying FRP. Perform a minimum load check using (1.1DL + 0.75(LL+I))'''*''' on the existing cap beam to prevent catastrophic failure of the beam if the FRP fails (''ACI 440.2R, Guide for the Design and Construction of Externally Bonded FRP, Sections 9.2 and 9.3.3''). If the factored shear resistance of the cap beam is insufficient for meeting the factored minimum load check, then FRP strengthening should not be used.

	::'''*''' ACI 440.2R – ''Guide for the Design and Construction of Externally Bonded FRP''		::'''*''' ACI 440.2R: ''Guide for the Design and Construction of Externally Bonded FRP''

	'''Design force (net shear strength loading):''' Strengthening a bent cap requires determining the net factored shear loading that the cap beam must carry in excess of its unstrengthened factored shear capacity, or resistance. The FRP system is then designed by the manufacturer to meet this net factored shear load, or design force. The design force for a bent cap strengthening is calculated considering AASHTO LFD where the factored load is the standard Load Factor Group I load case. To determine design force that the FRP must carry alone, the factored strength of the bent cap, which is 0.85 x nominal strength according to LFD design, is subtracted out to give the net factored shear load that the FRP must resist by itself. ''NCHRP Report 678'' is referenced in the special provisions as guidelines for the contractor and the manufacturer to follow. The report and its examples use AAHTO LRFD. <u>Regardless, the load factor case is given and it is left to the manufacturer to provide for a satisfactory factor of safety based on their FRP system.</u>		'''Design force (net shear strength loading):''' Strengthening a bent cap requires determining the net factored shear loading that the cap beam must carry in excess of its unstrengthened factored shear capacity, or resistance. The FRP system is then designed by the manufacturer to meet this net factored shear load, or design force. The design force for a bent cap strengthening is calculated considering AASHTO LFD where the factored load is the standard Load Factor Group I load case. To determine design force that the FRP must carry alone, the factored strength of the bent cap, which is 0.85 x nominal strength according to LFD design, is subtracted out to give the net factored shear load that the FRP must resist by itself. ''NCHRP Report 678'' is referenced in the special provisions as guidelines for the contractor and the manufacturer to follow. The report and its examples use AAHTO LRFD. <u>Regardless, the load factor case is given and it is left to the manufacturer to provide for a satisfactory factor of safety based on their FRP system.</u>

	Other References:		Other References:
	:~~[[image~~:~~751~~.40.2.~~3 references~~.~~jpg\|400px]]~~		::'''*''' ACI 201.1R: ''Guide for Making a Condition Survey of Concrete in Service''
			::'''*''' ACI 224.1R: ''Causes, Evaluation, and Repair of Cracks in Concrete''
			::'''*''' ACI 364.1R-94: ''Guide for Evaluation of Concrete Structures Prior to Rehabilitation''
			::'''*''' ACI 440.2R-08: ''Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures''
			::'''*''' ACI 503R: ''Use of Epoxy Compounds with Concrete''
			::'''*''' ACI 546R: ''Concrete Repair Guide''
			::'''*''' International Concrete Repair Institute (ICI) ICI 03730: ''Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion''
			::'''*''' International Concrete Repair Institute (ICI) ICI 03733: ''Guide for Selecting and Specifying Materials for Repairs of Concrete Surfaces''
			::'''*''' NCHRP Report 609: ''Recommended Construction Specifications Process Control Manual for Repair and Retrofit of Concrete Structures Using Bonded FRP Composites''

	===751.40.2.4 Deck Repair and Filled Joints===		===751.40.2.4 Deck Repair and Filled Joints===

Smithk: Updated website links for increased security

2021-10-25T15:55:51Z

Updated website links for increased security

← Older revision		Revision as of 10:55, 25 October 2021
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	:'''1. Steel Slab Drains''' and inserts are only shown in the following details.		:'''1. Steel Slab Drains''' and inserts are only shown in the following details.

	:'''2. Fiberglass Reinforced Polymer (FRP)''' drains may be used with the approval of the Structural Project Manager or Structural Liaison Engineer. See [~~http~~://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3.2.1_New_Structure_Without_Wearing_Surface_Slab_Drains_-_Details EPG 751.10.3.2.1 New Structure Without Wearing Surface Slab Drains - Details] for guidance and details of FRP drains on new structures as an aid.		:'''2. Fiberglass Reinforced Polymer (FRP)''' drains may be used with the approval of the Structural Project Manager or Structural Liaison Engineer. See [https://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3.2.1_New_Structure_Without_Wearing_Surface_Slab_Drains_-_Details EPG 751.10.3.2.1 New Structure Without Wearing Surface Slab Drains - Details] for guidance and details of FRP drains on new structures as an aid.

	:A positive mechanical connection must be used for attaching FRP drains to either existing steel drains or to new FRP inserts since welding cannot be used as is shown in the following details for steel drains. For example, using at least four bolt-through connectors (one per side) from new FRP drains into a new wearing surface or an existing steel drain, or using an epoxy adhesive in conjunction with at least two bolt-through connectors is required. It has been shown that using a more viscous epoxy or anchoring gel is beneficial in order to avoid dripping during placement. Using epoxy adhesive or an anchoring gel by itself is not acceptable.		:A positive mechanical connection must be used for attaching FRP drains to either existing steel drains or to new FRP inserts since welding cannot be used as is shown in the following details for steel drains. For example, using at least four bolt-through connectors (one per side) from new FRP drains into a new wearing surface or an existing steel drain, or using an epoxy adhesive in conjunction with at least two bolt-through connectors is required. It has been shown that using a more viscous epoxy or anchoring gel is beneficial in order to avoid dripping during placement. Using epoxy adhesive or an anchoring gel by itself is not acceptable.
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	'''FOR STRUCTURE WITH WEARING SURFACE'''<BR/>'''MISCELLANEOUS DETAILS - ROUND DRAINS'''		'''FOR STRUCTURE WITH WEARING SURFACE'''<BR/>'''MISCELLANEOUS DETAILS - ROUND DRAINS'''

	FRP round drains may be used optionally unless otherwise specified. See [~~http~~://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3_Bridge_Deck_Drainage_-_Slab_Drains EPG 751.10.3 Bridge Deck Drainage – Slab Drains] for guidance and details as an aid. Specify nominal pipe size as needed referencing ASTM D2996. Specify outer diameter based on nominal pipe size necessary for drainage for coring the correct size hole in deck.		FRP round drains may be used optionally unless otherwise specified. See [https://epg.modot.org/index.php?title=751.10_General_Superstructure#751.10.3_Bridge_Deck_Drainage_-_Slab_Drains EPG 751.10.3 Bridge Deck Drainage – Slab Drains] for guidance and details as an aid. Specify nominal pipe size as needed referencing ASTM D2996. Specify outer diameter based on nominal pipe size necessary for drainage for coring the correct size hole in deck.

	Note: See EPG 751.10.3 Bridge Deck Drainage – Slab Drain for slab drain spacing.		Note: See EPG 751.10.3 Bridge Deck Drainage – Slab Drain for slab drain spacing.