751.5 Structural Detailing Guidelines - Revision history

Hoskir: /* 751.5.9.3.3 Fracture Control Plan (FCP) */

2026-03-03T16:18:28Z

751.5.9.3.3 Fracture Control Plan (FCP)

← Older revision		Revision as of 11:18, 3 March 2026
Line 3,684:		Line 3,684:
	Any attachment welded to a tension zone of an FCM shall be considered an FCM when any dimension of the attachment exceeds 4 inches in the direction parallel to the calculated tensile stress in the FCM. Attachments designated FCM shall meet all requirements of FCP. All welds to FCMs shall be considered fracture critical and shall conform to the requirements of FCP. Welds to compression members or the compression area of bending members are not fracture critical.		Any attachment welded to a tension zone of an FCM shall be considered an FCM when any dimension of the attachment exceeds 4 inches in the direction parallel to the calculated tensile stress in the FCM. Attachments designated FCM shall meet all requirements of FCP. All welds to FCMs shall be considered fracture critical and shall conform to the requirements of FCP. Welds to compression members or the compression area of bending members are not fracture critical.

	FCMs shall be fabricated in accordance with FCP. Material for FCM shall be tested in accordance with AASHTO T243 (ASTM A673), Frequency P. Material for components not designed as fracture critical shall be tested in conformance with AASHTO T243 (ASTM A673), Frequency H. [~~http~~://www.modot.org/~~business/standards_and_specs/SpecbookEPG.pdf#page=11~~ Sec 712] and FCM Special Provisions will include additional requirement for material, welding, inspection and manufacturing.		FCMs shall be fabricated in accordance with FCP. Material for FCM shall be tested in accordance with AASHTO T243 (ASTM A673), Frequency P. Material for components not designed as fracture critical shall be tested in conformance with AASHTO T243 (ASTM A673), Frequency H. [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 712] and FCM Special Provisions will include additional requirement for material, welding, inspection and manufacturing.

	Notes EPG 751.50 Miscellaneous A5.1 and H1.23b Structural Steel for Wide Flange Beams and Plate Girder Structures shall be placed on contract plans as required.		Notes EPG 751.50 Miscellaneous A5.1 and H1.23b Structural Steel for Wide Flange Beams and Plate Girder Structures shall be placed on contract plans as required.

Hoskir: /* 751.5.1.3.1 Abbreviations & Acronyms */ Added Abbreviation for Simple for Dead load and Continuous for Live load steel bridge per email from bridge

2025-06-30T16:26:17Z

751.5.1.3.1 Abbreviations & Acronyms: Added Abbreviation for Simple for Dead load and Continuous for Live load steel bridge per email from bridge

← Older revision		Revision as of 11:26, 30 June 2025
Line 398:		Line 398:
	\| cubic yard (unit of measure) \|\| cy or yd<sup>3</sup>		\| cubic yard (unit of measure) \|\| cy or yd<sup>3</sup>
	\|-		\|-
	\| cubic foot per second (unit of measure)\|\| cfs		\| cubic foot per second (unit of measure) \|\| cfs
	\|-		\|-
	\| culvert \|\| culv.		\| culvert \|\| culv.
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\| dead load (loading) \|\| DL		\| dead load (loading) \|\| DL
Line 436:		Line 436:
	\| File Extension for a CADD file in ORD \|\| .dgn		\| File Extension for a CADD file in ORD \|\| .dgn
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\| each \|\| ea.		\| each \|\| ea.
Line 444:		Line 444:
	\| eastbound \|\| EB		\| eastbound \|\| EB
	\|-		\|-
	\|eastbound lane\|\| EBL		\| eastbound lane \|\| EBL
	\|-		\|-
	\|elevation \|\|elev.		\| elevation \|\| elev.
	\|-		\|-
	\|embedment, or embedded \|\|embed.		\| embedment, or embedded \|\| embed.
	\|-		\|-
	\|engineer \|\|engr.		\| engineer \|\| engr.
	\|-		\|-
	\|equal or equally \|\|eq.		\| equal or equally \|\| eq.
	\|-		\|-
	\|estimate or estimated\|\| est.		\| estimate or estimated \|\| est.
	\|-		\|-
	\|excavation\|\| exc.		\| excavation \|\| exc.
	\|-		\|-
	\|existing\|\| exist.		\| existing \|\| exist.
	\|-		\|-
	\|expansion \|\|exp.		\| expansion \|\| exp.
	\|-		\|-
	\|exterior\|\| ext.		\| exterior \|\| ext.
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\|fabricated\|\| fab.		\|fabricated\|\| fab.
Line 532:		Line 532:
	\|interior or intermediate \|\|int.		\|interior or intermediate \|\|int.
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\|January\|\| Jan.		\| January \|\| Jan.
	\|-		\|-
	\|joint\|\| jt.		\| joint \|\| jt.
	\|-		\|-
	\|July\|\| Jul.		\| July \|\| Jul.
	\|-		\|-
	\|June\|\| Jun.		\| June \|\| Jun.
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\| Kansas City District \|\| KC		\| Kansas City District \|\| KC
	\|-		\|-
	\|kilopound (unit of measure)\|\| kip		\| kilopound (unit of measure) \|\| kip
	\|-		\|-
	\|kilopound per cubic feet (unit of measure)\|\| kcf		\| kilopound per cubic feet (unit of measure) \|\| kcf
	\|-		\|-
	\|kilopound per square feet (unit of measure)\|\| ksf		\| kilopound per square feet (unit of measure) \|\| ksf
	\|-		\|-
	\|kilopound per square inch (unit of measure)\|\| ksi		\| kilopound per square inch (unit of measure) \|\| ksi
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\|lateral (steel details)\|\| lat.		\| lateral (steel details) \|\| lat.
	\|-		\|-
	\|left \|\|lt.		\| left \|\| lt.
	\|-		\|-
	\|length \|\|lgth.		\| length \|\| lgth.
	\|-		\|-
	\|linear or lineal (feet, inches)\|\| lin.		\| linear or lineal (feet, inches) \|\| lin.
	\|-		\|-
	\|linear foot (unit of measure)\|\| lf		\| linear foot (unit of measure) \|\| lf
	\|-		\|-
	\|live load (loading)\|\| LL		\| live load (loading) \|\| LL
	\|-		\|-
	\| Load Factor Design \|\| LFD		\| Load Factor Design \|\| LFD
Line 576:		Line 576:
	\| low water (elevation) \|\| L.W.		\| low water (elevation) \|\| L.W.
	\|-		\|-
	\| height="10"\| \|\|		\| height="10" \| \|\|
	\|-		\|-
	\| March \|\| Mar.		\| March \|\| Mar.
Line 719:		Line 719:
	\|-		\|-
	\| shoulder \|\| shldr.		\| shoulder \|\| shldr.
			\|-
			\| Simple for Dead load and Continuous for Live load steel bridge \|\| SDCL
	\|-		\|-
	\| south \|\| S		\| south \|\| S

Hoskir: /* 751.5.9.2.6 Cover Limits */ updated per RR4033

2025-04-14T14:40:44Z

751.5.9.2.6 Cover Limits: updated per RR4033

← Older revision		Revision as of 09:40, 14 April 2025
Line 2,476:		Line 2,476:

	====751.5.9.2.6 Cover Limits ====		====751.5.9.2.6 Cover Limits ====
	~~<center>~~		{\| class="wikitable" style="margin: auto; text-align: left"

	{\| ~~border="1"~~ class="wikitable" style="margin: ~~1em auto 1em~~ auto; text-align:left"
	\|+		\|+
	!colspan="2" ~~width=500~~\|Situation !!~~with=150\|~~Minimum Cover		! colspan="2" \| Situation !! Minimum Cover
	\|-		\|-
	\|colspan="3"\|Concrete cast against and permanently exposed to earth:		\| colspan="3" \| Concrete cast against and permanently exposed to earth:
	\|-		\|-
	\|width=50\| \|\| - primary reinforcement \|\|3"		\| width=50 \| \|\| - primary reinforcement \|\| 3"
	\|-		\|-
	\| \|\| - stirrups, ties, spirals \|\|2 1/2"		\| \|\| - stirrups, ties, spirals \|\| 2 1/2"
	\|-		\|-
	\|colspan="3"\|Conc. exposed to earth or weather:		\| colspan="3" \| Conc. exposed to earth or weather:
	\|-		\|-
	\| \|\| - primary reinforcement \|\|2"		\| \|\| - primary reinforcement \|\| 2"
	\|-		\|-
	\| \|\| - stirrups, ties, spirals \|\|1 1/2"		\| \|\| - stirrups, ties, spirals \|\| 1 1/2"
	\|-		\|-
	\|colspan="3"\|Conc. slabs which have no positive corrosion protection:		\| colspan="3" \| Conc. slabs which have no positive corrosion protection:
	\|-		\|-
	\| \|\| - top reinforcement \|\|3" *		\| \|\| - top reinforcement \|\| 3" *
	\|-		\|-
	\| \|\| - bottom reinforcement \|\|1"		\| \|\| - bottom reinforcement \|\| 1"
	\|-		\|-
	\|colspan="3"\|Conc. not exposed to weather or in contact with ground:		\| colspan="3" \| Conc. not exposed to weather or in contact with ground:
	\|-		\|-
	\| \|\| - primary reinforcement (thru #11) \|\|1 1/2"		\| \|\| - primary reinforcement (thru #11) \|\| 1 1/2"
	\|-		\|-
	\| \|\| - stirrups, ties, spirals \|\|1"		\| \|\| - stirrups, ties, spirals \|\| 1"
	\|-		\|-
	\|colspan="2"\|Conc. piles cast against or permanently exposed to earth\|\| 2"		\| colspan="2" \| Conc. piles cast against or permanently exposed to earth \|\| 2"
	\|-		\|-
	\|colspan="3"\|'''*''' Absolute minimum cover shall be 2½ inches by LRFD 5.12.3. <br/>The minimum cover for stirrup and tie steel shall be 1½ inches unless otherwise specified. <br/>For minimum cover for drilled shafts and rock sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]].		\| colspan="3" \| '''*''' Absolute minimum cover shall be 2½ inches by LRFD 5.12.3. <br>The minimum cover for stirrup and tie steel shall be 1½ inches unless otherwise specified. <br>For minimum cover for drilled shafts and rock sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]].
	\|}		\|}
	~~</center>~~

	====751.5.9.2.7 Length Calculations ====		====751.5.9.2.7 Length Calculations ====

Hoskir: /* 751.5.9.2.5 Spacing Limits */ updated per RR4033

2025-04-14T14:39:15Z

751.5.9.2.5 Spacing Limits: updated per RR4033

← Older revision		Revision as of 09:39, 14 April 2025
Line 2,402:		Line 2,402:
	Reinforcement spacing shall be in accordance with LRFD 5.10.3, unless modified by the following criteria or elsewhere shown in the EPG.		Reinforcement spacing shall be in accordance with LRFD 5.10.3, unless modified by the following criteria or elsewhere shown in the EPG.

	~~<center>~~		{\| class="wikitable" style="margin: auto; text-align: left"
	{\| ~~border="1"~~ class="wikitable" style="margin: ~~1em auto 1em~~ auto; text-align:left"
	\|+		\|+
	! colspan="2" \| Minimum Spacing - Moment Reinforcement		! colspan="2" \| Minimum Spacing - Moment Reinforcement
	\|-		\|-
	~~\|width=650~~\|Preferred Min. - Footings \|~~\|width=200~~\|6" centers		\| Preferred Min. - Footings \|\| 6" centers
	\|-		\|-
	\|Preferred Min. - Slabs, Culvert Walls and Retaining Walls \|\|6" centers		\| Preferred Min. - Slabs, Culvert Walls and Retaining Walls \|\| 6" centers
	\|-		\|-
	\|Absolute Min. - Slabs, Culvert Walls and Retaining Walls \|\|5” centers		\| Absolute Min. - Slabs, Culvert Walls and Retaining Walls \|\| 5” centers
	\|-		\|-
	\|Preferred Min. - All Other \|\|4” centers		\| Preferred Min. - All Other \|\| 4” centers
	\|-		\|-
	\|Absolute Min. \|\|2 1/2” clear		\| Absolute Min. \|\| 2 1/2” clear
	\|-		\|-
	!colspan="2"\|Maximum Spacing - Moment Reinforcement		! colspan="2" \| Maximum Spacing - Moment Reinforcement
	\|-		\|-
	\|Absolute Max. - Slabs \|\|1.5(slab thickness)		\| Absolute Max. - Slabs \|\| 1.5(slab thickness)
	\|-		\|-
	\|Absolute Max. - All Other \|\|18"		\| Absolute Max. - All Other \|\| 18"
	\|-		\|-
	! colspan="2" \| Minimum Spacing - Shear Reinforcement		! colspan="2" \| Minimum Spacing - Shear Reinforcement
Line 2,437:		Line 2,436:
	\| Absolute Max. - Prestressed Slab Beams, Box Beams and I Girders \|\| Refer to [[751.22 P/S Concrete I Girders\|EPG 751.22 P/S Concrete I Girders]]		\| Absolute Max. - Prestressed Slab Beams, Box Beams and I Girders \|\| Refer to [[751.22 P/S Concrete I Girders\|EPG 751.22 P/S Concrete I Girders]]
	\|-		\|-
	!colspan="2"\|Minimum Spacing - Longitudinal Compression Reinforcement		! colspan="2" \| Minimum Spacing - Longitudinal Compression Reinforcement (Include 1/2-inch buffer for mechanical bar splices)
	\|-		\|-
	\|Absolute Min. \|\|4 1/2" centers		\| Absolute Min. \|\| 4 1/2" centers (5" centers)
	\|-		\|-
	\|Absolute Min. - Cols. (thru #10) \|\|2" clear		\| Absolute Min. - Cols. (thru #10) \|\| 2" clear (2 1/2" clear)
	\|-		\|-
	\|Absolute Min. - Cols. (#11, #14) \|\|2 1/2" clear		\| Absolute Min. - Cols. (#11, #14) \|\| 2 1/2" clear (3" clear)
	\|-		\|-
	\|Absolute Min. - Cols (#18) \|\|3 1/2” clear		\| Absolute Min. - Cols (#18) \|\| 3 1/2” clear (4" clear)
	\|-		\|-
	\|colspan="2"\|For Drilled Shafts and Rock Sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]].		\| colspan="2" \| For Drilled Shafts and Rock Sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]].
	\|-		\|-
	!colspan="2"\|Minimum Pitch - Spiral Reinforcement for Compression Members (Static)		! colspan="2" \| Minimum Pitch - Spiral Reinforcement for Compression Members (Static)
	\|-		\|-
	\|For Columns, Drilled Shafts, Rock Sockets \|\|See ~~LRFD~~		\| For Columns, Drilled Shafts, Rock Sockets \|\| See [[751.31_Open_Concrete_Intermediate_Bents#751.31.3.2_Column\|EPG 751.31.3.2 Column]]
	\|-		\|-
	!colspan="2"\|Minimum Spacing- Ties (Transverse) Reinforcement for Compression Members (Static)		! colspan="2" \| Minimum Spacing- Ties (Transverse) Reinforcement for Compression Members (Static)
	\|-		\|-
	\|For Columns \|\|See ~~LRFD~~		\| For Columns \|\| See [[751.31_Open_Concrete_Intermediate_Bents#751.31.3.2_Column\|EPG 751.31.3.2 Column]]
	\|-		\|-
	\|For Drilled Shafts and Rock Sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]].\|\|6” centers for #4 bars		\| For Drilled Shafts and Rock Sockets, see [[751.37 Drilled Shafts#751.37.6.1 Reinforcement Design\|EPG 751.37.6.1 Reinforcement Design]]. \|\| 6” centers for #4 bars
	\|-		\|-
	!colspan="2"\|Maximum Spacing - Longitudinal Compression Reinforcement		! colspan="2" \| Maximum Spacing - Longitudinal Compression Reinforcement
	\|-		\|-
	\|colspan="2" ~~width=850~~\|Absolute Max. - the minimum number of longitudinal reinforcing bars shall be six for circular members and four for bars in a rectangular arrangement. For other requirements, see LRFD		\| colspan="2" \| Absolute Max. - the minimum number of longitudinal reinforcing bars shall be six for circular members and four for bars in a rectangular arrangement. For other requirements, see LRFD
	\|-		\|-
	!colspan="2"\|Maximum Pitch - Spiral Reinforcement for Compression Members (Static)		! colspan="2" \| Maximum Pitch - Spiral Reinforcement for Compression Members (Static)
	\|-		\|-
	\|Absolute Max. - Spirals \|\|6” pitch		\| Absolute Max. - Spirals \|\| 6” pitch
	\|-		\|-
	!colspan="2"\|Maximum Spacing - Ties (Transverse) Reinforcement for Compression Members (Static)		! colspan="2" \| Maximum Spacing - Ties (Transverse) Reinforcement for Compression Members (Static)
	\|-		\|-
	\|Absolute Max. - Ties \|\|12" centers		\| Absolute Max. - Ties \|\| 12" centers
	\|-		\|-
	!colspan="2"\|Minimum & Maximum Pitch- Spiral Reinforcement for Compression Members (Seismic)		! colspan="2" \| Minimum & Maximum Pitch- Spiral Reinforcement for Compression Members (Seismic)
	\|-		\|-
	\|colspan="2"\|See [[751.9 ~~Bridge Seismic Design~~\|EPG 751.9 ~~Bridge~~ Seismic ~~Design~~]]		\| colspan="2" \| See [[751.9_Bridge_Seismic_Design#751.9.1.2_LRFD_Seismic_Details\|EPG 751.9.1.2 LRFD Seismic Details]]
	\|}		\|}
	~~</center>~~

	====751.5.9.2.6 Cover Limits ====		====751.5.9.2.6 Cover Limits ====

Hoskir: /* 751.5.9.2.8 Development and Lap Splices */ updated per RR4028

2025-04-11T20:33:25Z

751.5.9.2.8 Development and Lap Splices: updated per RR4028

Show changes

Hoskir: /* 751.5.1.7 Contract Addendums and Construction Changes */ updated image per email from DB

2024-09-19T20:23:33Z

751.5.1.7 Contract Addendums and Construction Changes: updated image per email from DB

← Older revision		Revision as of 15:23, 19 September 2024
Line 1,243:		Line 1,243:
	\|valign="top"\|When minor change order revisions can be made clearly to existing sheets, items revised, added or deleted are enclosed using the Detail Circle line type. The overall revision to the sheet is noted near the lower right side of the sheet.<br/>The date and description of the revision may also be added to the final plans title block (optional).		\|valign="top"\|When minor change order revisions can be made clearly to existing sheets, items revised, added or deleted are enclosed using the Detail Circle line type. The overall revision to the sheet is noted near the lower right side of the sheet.<br/>The date and description of the revision may also be added to the final plans title block (optional).
	\|-		\|-
	\|align="center"\|'''Deleting Existing Sheets'''\|\|rowspan="2"\|[[image:751.5.1.4 deleting ~~2016~~.~~jpg~~\|center\|~~675px~~]]		\|align="center"\|'''Deleting Existing Sheets'''\|\|rowspan="2"\|[[image:751.5.1.7 deleting 2024.png\|center\|425px]]
	\|-		\|-
	\|valign="top"\|When details on a sheet are no longer applicable, or change order revisions are too complicated to be made clearly, the entire sheet is crossed out with a bold line (match border). The deletion is noted near the lower right side of the sheet<br/>The date and description of the revision may also be added to the final plans title block (optional).		\|valign="top"\|When details on a sheet are no longer applicable, or change order revisions are too complicated to be made clearly, the entire sheet is crossed out with a bold line (match border). The deletion is noted near the lower right side of the sheet<br/>The date and description of the revision may also be added to the final plans title block (optional).

Hoskir: /* 751.5.9.2.9 Mechanical Bar Splices */ updated Mech bar splice link

2024-08-16T19:25:11Z

751.5.9.2.9 Mechanical Bar Splices: updated Mech bar splice link

← Older revision		Revision as of 14:25, 16 August 2024
Line 3,538:		Line 3,538:
	{\|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="290px" align="right"		{\|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:center; font-size: 95%; background:#f5f5f5" width="290px" align="right"
	\|-		\|-
	\|[~~http~~://~~sharepoint~~/~~systemdelivery~~/BR/~~development/CompRev/EPG-EngineeringPolicyGuide/751.05/751.5.11.1,751.50_2013_12-051/751.5.11.1%20MBS%20example~~.pdf ''' Mechanical Bar Splice Example Details''']		\|[https://epg.modot.org/forms/general_files/BR/MBS_example.pdf ''' Mechanical Bar Splice Example Details''']
	\|}		\|}

Hoskir: /* 751.5.8.4 Boring Data */ updated per email

2024-07-23T14:51:22Z

751.5.8.4 Boring Data: updated per email

← Older revision		Revision as of 09:51, 23 July 2024
Line 2,188:		Line 2,188:

	===751.5.8.4 Boring Data===		===751.5.8.4 Boring Data===
	{\|style="~~padding~~: ~~0.3em~~; margin-left:~~10px~~; border:~~2px~~ solid #~~a9a9a9~~; text-align:center; ~~font-size: 95%; background:#f5f5f5" width="290px" align="right~~"		<div style="float: right; margin-top: 5px; margin-left: 5px; width:250px; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:center;">
	\|-		[https://epg.modot.org/forms/general_files/BR/AttachBoringPDFsToBridgePlans.docx '''Instructions for Attaching Boring Log PDFs to Final Bridge Plans''']
	\|[https://~~modotgov~~.~~sharepoint~~.~~com/:w:/r~~/~~sites~~/~~CO_BR~~/~~Shared Documents/General/Development/Instructions_and_Tips/_Instructions_and_Tips~~/AttachBoringPDFsToBridgePlans.docx~~?d=w8a601da65d7549daa69bec46b25a7059&csf=1&web=1&e=AW3SUA~~ '''Instructions for Attaching Boring Log PDFs to Final Bridge Plans''']		</div>
	\|}
	Place the ~~boring data sheet~~(s) at the end of the plans set. ~~These shall be the last plan sheets on the jobs that have boring data. For example, on jobs that utilize piles, the boring data sheet(s)~~ shall be ~~placed just after the pile data sheet. If boring logs are in landscape format then rotate sheet and scale down as needed to fit in 8.5” x 11”; all boring logs shall be shown in portrait format and~~ reprinted without modifying any information~~. Show two boring logs per sheet as shown below. This applies equally to coring and SPT logs. No distinction should be made between boring and coring logs on the boring data sheets or anywhere else~~.		Place the subsurface profile(s) at the end of the plans set. All subsurface profiles shall be reprinted without modifying any information.

	[[image:751.5.8.4.~~jpg~~\|center\|~~950px~~]]		[[image:751.5.8.4_Boring-01.png\|center\|750px]]

	The boring location note provided in [https://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#E3._Miscellaneous EPG 751.50 E3 Miscellaneous] shall be placed below the sheet title (Note E3.4). This note is already included on the Boring Data Standard Drawing.		The boring location note provided in [https://epg.modot.org/index.php?title=751.50_Standard_Detailing_Notes#E3._Miscellaneous EPG 751.50 E3 Miscellaneous] shall be placed below the sheet title (Note E3.4). This note is already included on the Boring Data Standard Drawing.
Line 2,201:		Line 2,201:
	{\| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"		{\| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
	\|+		\|+
	\| style="background:#BEBEBE" width="300" \|'''[~~http~~://www.modot.org/~~business/consultant_resources/bridgestandards.htm~~ Bridge Standard Drawings]'''		\| style="background:#BEBEBE" width="300" \|'''[https://www.modot.org/bridge-standard-drawings Bridge Standard Drawings]'''
	\|-		\|-
	\|align="center"\|~~[http://www.modot.org/business~~/~~standard_drawings2/Borings.htm~~ Boring ~~Data~~ Template]		\|align="center"\| Borings - BOR / Boring Template
	\|}		\|}

Hoskir: /* 751.5.9.2.5 Spacing Limits */

2024-07-23T12:57:49Z

751.5.9.2.5 Spacing Limits

← Older revision		Revision as of 07:57, 23 July 2024
Line 2,473:		Line 2,473:
	!colspan="2"\|Minimum & Maximum Pitch- Spiral Reinforcement for Compression Members (Seismic)		!colspan="2"\|Minimum & Maximum Pitch- Spiral Reinforcement for Compression Members (Seismic)
	\|-		\|-
	\|colspan="2"\|See [[751.9 ~~LFD~~ Seismic\|EPG 751.9 ~~LFD~~ Seismic ]]		\|colspan="2"\|See [[751.9 Bridge Seismic Design\|EPG 751.9 Bridge Seismic Design]]
	\|}		\|}
	</center>		</center>

Hoskir: /* 751.5.6 Retaining Wall Sheets */ updated per RR3868

2024-07-23T12:55:54Z

751.5.6 Retaining Wall Sheets: updated per RR3868

← Older revision		Revision as of 07:55, 23 July 2024
Line 2,114:		Line 2,114:
	! style="background:#BEBEBE" \| Detailing Guidance		! style="background:#BEBEBE" \| Detailing Guidance
	\|-		\|-
	\|[[751.~~24 LFD Retaining Walls~~\|EPG 751.24 ~~LFD~~ Retaining Walls]]		\| align="center" \| [[751.24_Retaining_Walls \|EPG 751.24 Retaining Walls]]
	\|}		\|}

Line 2,120:		Line 2,120:
	{\| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"		{\| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
	\|+		\|+
	\| style="background:#BEBEBE" width="300" \|'''[~~http~~://www.modot.org/~~business/consultant_resources/bridgestandards.htm~~ Bridge Standard Drawings]'''		\| style="background:#BEBEBE" width="300" \|'''[https://www.modot.org/bridge-standard-drawings Bridge Standard Drawings]'''
	\|-		\|-
	\|align="center"\|~~[http://www.modot.org/business/standard_drawings2/mse_wall_new_title_block.htm~~ MSE Wall]		\| align="center" \| MSE Wall - MSEW
	\|}		\|}
	</center>		</center>