751.1 Preliminary Design - Revision history

Hoskir: /* 751.1.4.4 CIP Concrete Walls */ updated per RR4244

2026-10-26T15:29:43Z

751.1.4.4 CIP Concrete Walls: updated per RR4244

← Older revision		Revision as of 09:29, 26 October 2026
Line 1,519:		Line 1,519:
	===751.1.4.4 CIP Concrete Walls===		===751.1.4.4 CIP Concrete Walls===

	Once you determine that you must use a CIP wall, there is very little to do as far as the layout of the structure. Both the horizontal alignment and the top of wall elevations are supplied by the district in the Bridge Survey. You do need to check the top of wall elevations to make sure the district accounted for any concrete gutters placed behind the top of the wall. These are necessary if the slope of the fill will direct water towards the top of the wall. The district should decide whether to use Type A or Type B gutters ([http://www.modot.mo.gov/business/standards_and_specs/documents/60900.pdf Standard Plan 609.00]), or Modified Type A or Modified Type B gutters ([http://www.modot.mo.gov/business/standards_and_specs/documents/60711.pdf Standard Plan 607.11]) if fencing is required, and where they should drain to.		Once you determine that you must use a CIP wall, there is very little to do as far as the layout of the structure. Both the horizontal alignment and the top of wall elevations are supplied by the district in the Bridge Survey. You do need to check the top of wall elevations to make sure the district accounted for any concrete gutters placed behind the top of the wall. These are necessary if the slope of the fill will direct water towards the top of the wall. The district should decide whether to use Type A or Type B gutters ([http://www.modot.mo.gov/business/standards_and_specs/documents/60900.pdf Standard Plan 609.00]), or Modified Type A or Modified Type B gutters ([http://www.modot.mo.gov/business/standards_and_specs/documents/60711.pdf Standard Plan 607.11]) if fencing is required, and where they should drain to.

	You will also need to set the elevations for the top of the footing, which should be a minimum of 2 feet below the finished ground line for walls south of Interstate 70 and 3 feet below the finished ground line for walls north of Interstate 70. In tight roadway situations where a barrier or railing is to be placed on top of the wall, make sure that a stem thickness of 16 inches will fit.		You will also need to set the elevations for the top of the footing, which should be a minimum of 2 feet below the finished ground line for walls south of Interstate 70 and 3 feet below the finished ground line for walls north of Interstate 70. In tight roadway situations where a barrier or railing is to be placed on top of the wall, make sure that a stem thickness of 16 inches will fit.
Line 1,525:		Line 1,525:
	Check with the district contact to determine if they want any coping on the exposed face of the wall.		Check with the district contact to determine if they want any coping on the exposed face of the wall.

	French drains will be used to relieve water pressure behind the CIP wall as a default. If you expect to encounter springs or swampy conditions, then check with the district contact on calling for an underdrain. If the decision is made to use an underdrain, the porous backfill and pipes are Roadway Items and this must be noted on the Bridge Memorandum and Design Layout.		French drains will be used to relieve water pressure behind the CIP wall as a default. If you expect to encounter springs or swampy conditions, then check with the district contact on calling for an underdrain. If the decision is made to use an underdrain, the porous backfill and pipes are Roadway Items and this must be noted on the Bridge Memorandum and Design Layout.

	For details on requesting soundings, see [[751.1_Preliminary_Design#751.1.2.19_Soundings_.28Borings.29\|EPG 751.1.2.19 Soundings (Borings)]].		For details on requesting soundings, see [[751.1_Preliminary_Design#751.1.2.19_Soundings_.28Borings.29\|EPG 751.1.2.19 Soundings (Borings)]].

	If ~~you have indications that~~ the foundation material is very poor in quality ~~(less than 1 ton per sq. ft. allowable bearing)~~, consider piling and include in the Preliminary Cost Estimate. Preliminary cost estimating should follow [[751.1_Preliminary_Design#751.1.2.17_Preliminary_Cost_Estimate\|EPG 751.1.2.17 Preliminary Cost Estimate]] and be based upon unit price bid history. More refined cost estimating should follow cost-basing estimating.		If the preliminary geotechnical report or historical boring data at the location indicates the presence of soft clays or loose sands or the foundation material is very poor in quality, consider piling and include in the Preliminary Cost Estimate. Preliminary cost estimating should follow [[751.1_Preliminary_Design#751.1.2.17_Preliminary_Cost_Estimate\|EPG 751.1.2.17 Preliminary Cost Estimate]] and be based upon unit price bid history. More refined cost estimating should follow cost-basing estimating.

	===751.1.4.5 Obstructions===		===751.1.4.5 Obstructions===

Hoskir: /* 751.1.2.31 Finishing Up Design Layout */ updated per RR4244

2026-10-26T15:28:08Z

751.1.2.31 Finishing Up Design Layout: updated per RR4244

Hoskir: /* 751.1.2.2 Wing Lengths */ updated per RR4244

2026-10-26T15:26:36Z

751.1.2.2 Wing Lengths: updated per RR4244

← Older revision		Revision as of 09:26, 26 October 2026
Line 125:		Line 125:

	===751.1.2.2 Wing Lengths===		===751.1.2.2 Wing Lengths===
	The purpose of wings is to contain and stabilize the abutment fill as the roadway transitions to the bridge. For stream crossings in particular, the wings also protect the abutment during extreme hydraulic events.

	The lengths of the wings at the end bents are to be determined prior to the issuance of the Bridge Memorandum. There are two reasons for this. First, the district will use these lengths to determine the placement of their guardrail (bridge anchor section). Second, if the lengths of the wings exceed 22 ft. for seismic design category A or 17 ft. for seismic design category B, C or D, they will have to be broken into a stub wing and a detached wing wall. If this happens, then you will need to include this extra cost in your Preliminary Cost Estimate and request soundings for the wall. The request for soundings for the wall should include a request for the determination of the ~~allowable~~ bearing of the soil (if in cut - assume piling if it is in fill) and the angle of internal friction for the material retained by the detached wing wall. Also include the bottom of wing footing elevation.		The purpose of wings is to contain and stabilize the abutment fill as the roadway transitions to the bridge. For stream crossings in particular, the wings also protect the abutment during extreme hydraulic events.

			The lengths of the wings at the end bents are to be determined prior to the issuance of the Bridge Memorandum. There are two reasons for this. First, the district will use these lengths to determine the placement of their guardrail (bridge anchor section). Second, if the lengths of the wings exceed 22 ft. for seismic design category A or 17 ft. for seismic design category B, C or D, they will have to be broken into a stub wing and a detached wing wall. If this happens, then you will need to include this extra cost in your Preliminary Cost Estimate and request soundings for the wall. The request for soundings for the wall should include a request for the determination of the nominal bearing resistance and resistance factor of the soil (if in cut - assume piling if it is in fill) and the angle of internal friction for the material retained by the detached wing wall. Also include the bottom of wing footing elevation.

	In order to use a standard end section for Type D barrier on a short turned-back wing, consider increasing the wing length so that the barrier end section is at least 8 feet long.		In order to use a standard end section for Type D barrier on a short turned-back wing, consider increasing the wing length so that the barrier end section is at least 8 feet long.
Line 133:		Line 134:
	'''Unequal Wing Lengths'''		'''Unequal Wing Lengths'''

	Wing lengths at each end of a bridge could be unequal because of several factors: grade of roadway under, superelevation of bridge, skew of the bridge, and/or other ramps/roads/slopes adjacent to the bridge structure, e.g., stream access roads or unusual geomorphic conditions.		Wing lengths at each end of a bridge could be unequal because of several factors: grade of roadway under, superelevation of bridge, skew of the bridge, and/or other ramps/roads/slopes adjacent to the bridge structure, e.g., stream access roads or unusual geomorphic conditions.

	Set/determine the wing lengths using the control points, as shown in [[Media:611.1 Embankment at Bridge Ends.pdf\|Embankment at Bridge Ends]], which may be used for both grade separations and stream crossings. This is done after the end bent location is determined. If estimated wing lengths are within 3 ft., they should be made equal and based on the longer wing length. Make sure no slope is steeper than that recommended in the geotechnical preliminary report. Slightly flatter slopes are acceptable. The contractor will warp the slopes to fit the wing tip locations.		Set/determine the wing lengths using the control points, as shown in [[Media:611.1 Embankment at Bridge Ends.pdf\|Embankment at Bridge Ends]], which may be used for both grade separations and stream crossings. This is done after the end bent location is determined. If estimated wing lengths are within 3 ft., they should be made equal and based on the longer wing length. Make sure no slope is steeper than that recommended in the geotechnical preliminary report. Slightly flatter slopes are acceptable. The contractor will warp the slopes to fit the wing tip locations.

	Equal wing lengths are preferable at stream crossings to mitigate scour, improve erosion control and improve/mitigate parallel water flow along wing and side embankment. Also, since wing lengths are reported to districts for use in estimating rock slope protection limits, unequal lengths (especially on the upstream side) could mistakenly lead to the unfavorable condition of allowing for less than adequate rock side slope protection.		Equal wing lengths are preferable at stream crossings to mitigate scour, improve erosion control and improve/mitigate parallel water flow along wing and side embankment. Also, since wing lengths are reported to districts for use in estimating rock slope protection limits, unequal lengths (especially on the upstream side) could mistakenly lead to the unfavorable condition of allowing for less than adequate rock side slope protection.

Hoskir: /* 751.1.2.30 Design Exceptions */

2026-10-09T20:10:50Z

751.1.2.30 Design Exceptions

← Older revision		Revision as of 14:10, 9 October 2026
Line 874:		Line 874:
	Anytime MoDOT standards are not followed, a Design Exception is necessary. These are usually initiated by the Transportation Project Manager in the district; however, if the item is related to the bridge, the Bridge Division will initiate the [[131.1 Design Exception Process\|Design Exception]].		Anytime MoDOT standards are not followed, a Design Exception is necessary. These are usually initiated by the Transportation Project Manager in the district; however, if the item is related to the bridge, the Bridge Division will initiate the [[131.1 Design Exception Process\|Design Exception]].

	The [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information] should be filled out by the preliminary designer and then reviewed by the Structural Project Manager (SPM). A complete explanation of the basis for the design variance must be provided, including cost justification and details on how the variance will affect adjacent properties. The SPM should then submit the Design Exception to the Assistant State Bridge Engineer for review. After this review, the Design Exception should be submitted to the State Bridge Engineer for the Sate Bridge Engineer's signature. This submission should include written comments from the SPM on why the Design Exception should be approved. Once the Design Exception has been signed by the State Bridge Engineer, the SPM should mail the [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information Form] and [[Media:Design Except to District.doc\|cover letter]] to the Transportation Project Manager in the district. The TPM will sign it and then send it to the General Headquarters Design Division for final approval. The Design Division will supply copies of the signed Design Exception to both the district and the Bridge Division.		The [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information Form] should be filled out by the preliminary designer and then reviewed by the Structural Project Manager (SPM). A complete explanation of the basis for the design variance must be provided, including cost justification and details on how the variance will affect adjacent properties. The SPM should then submit the Design Exception to the Assistant State Bridge Engineer for review. After this review, the Design Exception should be submitted to the State Bridge Engineer for the Sate Bridge Engineer's signature. This submission should include written comments from the SPM on why the Design Exception should be approved. Once the Design Exception has been signed by the State Bridge Engineer, the SPM should mail the [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information Form] and [[Media:Design Except to District.doc\|cover letter]] to the Transportation Project Manager in the district. The TPM will sign it and then send it to the General Headquarters Design Division for final approval. The Design Division will supply copies of the signed Design Exception to both the district and the Bridge Division.

	Some examples of Design Exceptions initiated by the Bridge Division are:		Some examples of Design Exceptions initiated by the Bridge Division are:

Hoskir: /* 751.1.2.30 Design Exceptions */

2026-10-09T20:10:11Z

751.1.2.30 Design Exceptions

← Older revision		Revision as of 14:10, 9 October 2026
Line 874:		Line 874:
	Anytime MoDOT standards are not followed, a Design Exception is necessary. These are usually initiated by the Transportation Project Manager in the district; however, if the item is related to the bridge, the Bridge Division will initiate the [[131.1 Design Exception Process\|Design Exception]].		Anytime MoDOT standards are not followed, a Design Exception is necessary. These are usually initiated by the Transportation Project Manager in the district; however, if the item is related to the bridge, the Bridge Division will initiate the [[131.1 Design Exception Process\|Design Exception]].

	The [https://epg.modot.org/forms/~~general_files~~/BR/~~131.1_Design_Exception~~.docx Design Exception Information] should be filled out by the preliminary designer and then reviewed by the Structural Project Manager (SPM). A complete explanation of the basis for the design variance must be provided, including cost justification and details on how the variance will affect adjacent properties. The SPM should then submit the Design Exception to the Assistant State Bridge Engineer for review. After this review, the Design Exception should be submitted to the State Bridge Engineer for the Sate Bridge Engineer's signature. This submission should include written comments from the SPM on why the Design Exception should be approved. Once the Design Exception has been signed by the State Bridge Engineer, the SPM should mail the [https://epg.modot.org/forms/~~general_files~~/BR/~~131.1_Design_Exception~~.docx Design Exception Information Form] and [[Media:Design Except to District.doc\|cover letter]] to the Transportation Project Manager in the district. The TPM will sign it and then send it to the General Headquarters Design Division for final approval. The Design Division will supply copies of the signed Design Exception to both the district and the Bridge Division.		The [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information] should be filled out by the preliminary designer and then reviewed by the Structural Project Manager (SPM). A complete explanation of the basis for the design variance must be provided, including cost justification and details on how the variance will affect adjacent properties. The SPM should then submit the Design Exception to the Assistant State Bridge Engineer for review. After this review, the Design Exception should be submitted to the State Bridge Engineer for the Sate Bridge Engineer's signature. This submission should include written comments from the SPM on why the Design Exception should be approved. Once the Design Exception has been signed by the State Bridge Engineer, the SPM should mail the [https://epg.modot.org/forms/DE/Design/Design%20Exception%20Information%20Form.docx Design Exception Information Form] and [[Media:Design Except to District.doc\|cover letter]] to the Transportation Project Manager in the district. The TPM will sign it and then send it to the General Headquarters Design Division for final approval. The Design Division will supply copies of the signed Design Exception to both the district and the Bridge Division.

	Some examples of Design Exceptions initiated by the Bridge Division are:		Some examples of Design Exceptions initiated by the Bridge Division are:

Hoskir: eProjects is now MoProjects

2026-07-14T14:56:30Z

eProjects is now MoProjects

← Older revision		Revision as of 08:56, 14 July 2026
Line 695:		Line 695:

	====751.1.2.19.4 Submittal====		====751.1.2.19.4 Submittal====
	The completed [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx Request for Final Soundings for Structures Form] and the other supporting documents listed above should be stored in the project's corresponding ~~eProjects~~ folder. (Consultants should contact the Structural Liaison Engineer).		The completed [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx Request for Final Soundings for Structures Form] and the other supporting documents listed above should be stored in the project's corresponding MoProjects folder. (Consultants should contact the Structural Liaison Engineer).

	A request for soundings should be sent by email to the Construction and Materials Division. The email shall be addressed to the Geotechnical Engineer and copied to the Geotechnical Director and the Structural Project Manager (or the Structural Liaison Engineer). It should include at a minimum, a link to the SharePoint folder that contains the completed [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx Request for Final Soundings for Structures Form] and supporting documents. In addition to the link, any relevant information that may aid the Geotechnical Section in providing the requested borings should be included.		A request for soundings should be sent by email to the Construction and Materials Division. The email shall be addressed to the Geotechnical Engineer and copied to the Geotechnical Director and the Structural Project Manager (or the Structural Liaison Engineer). It should include at a minimum, a link to the SharePoint folder that contains the completed [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx Request for Final Soundings for Structures Form] and supporting documents. In addition to the link, any relevant information that may aid the Geotechnical Section in providing the requested borings should be included.

Hoskir: updated forms box per RR4180

2026-05-06T15:22:37Z

updated forms box per RR4180

← Older revision		Revision as of 09:22, 6 May 2026
Line 1:		Line 1:
	<div style="float: right; margin-left: 30px; margin-bottom: 30px;">__TOC__</div>		<div style="float: right; margin-left: 30px; margin-bottom: 30px;">__TOC__</div>

	{\|style="~~padding~~: ~~0.3em~~; margin-left:15px; ~~border~~:~~1px solid #a9a9a9; text-align:center~~; font-size: 95%; background:#~~f5f5f5" width="160px"~~ align~~="right~~"		<div style="float: right; margin-top: 5px; margin-left: 15px; width:330px; font-size: 95%; background-color: #f8f9fa; padding: 0.3em; border: 1px solid #a2a9b1; text-align:left;">
	\|-		'''<u><center>Forms</center></u>'''
	\|'''Forms'''		* [https://epg.modot.org/forms/general_files/BR/751.1.3.2_Structural_Rehabilitation_Checklist.xlsm Structural Rehabilitation Checklist]
	\|-		'''<u><center>Other Documentation</center></u>'''
	\|[https://epg.modot.org/forms/general_files/BR/751.1.3.2_Structural_Rehabilitation_Checklist.xlsm Structural Rehabilitation Checklist]		* [https://epg.modot.org/forms/general_files/BR/Guidance_for_Coring_Overlays_on_Bridge_Decks.docx Guidance for Coring and Overlays on Bridge Decks as Part of the Project Scoping Phase]
	\|}		</div>

	==751.1.1 Overview==		==751.1.1 Overview==

Hoskir: /* 751.1.3.2 Documentation */ updated per RR4180

2026-05-06T15:15:25Z

751.1.3.2 Documentation: updated per RR4180

← Older revision		Revision as of 09:15, 6 May 2026
Line 1,165:		Line 1,165:

	A [[#751.1.2.31 Finishing Up Design Layout\|Design Layout]] shall be required only for widening projects where there is proposed foundation construction.		A [[#751.1.2.31 Finishing Up Design Layout\|Design Layout]] shall be required only for widening projects where there is proposed foundation construction.

			[https://epg.modot.org/forms/general_files/BR/Guidance_for_Coring_Overlays_on_Bridge_Decks.docx Guidance for Coring and Overlays on Bridge Decks as Part of the Project Scoping Phase] provides information to be used when scoping bridge rehab and resurfacing projects to obtain accurate representations of overlay thicknesses across bridges.

	===751.1.3.3 Bridges on Resurfacing Projects===		===751.1.3.3 Bridges on Resurfacing Projects===

Hoskir: /* 751.1.2.17 Preliminary Cost Estimate */ remove image fig 751.9.1 put there by mistake

2026-01-28T21:03:41Z

751.1.2.17 Preliminary Cost Estimate: remove image fig 751.9.1 put there by mistake

← Older revision		Revision as of 15:03, 28 January 2026
Line 413:		Line 413:

	===751.1.2.17 Preliminary Cost Estimate===		===751.1.2.17 Preliminary Cost Estimate===
	~~[[File:Fig 751.9.1.png]]~~

	'''Box Culverts –''' A new or replaced box culvert is exempt from seismic design unless crossing a known exposed fault. Submit [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx “Request for soil properties Form A”] to Geotech Section and design as a SDC A. If box culvert is crossing a known exposed fault then discuss with Structural Project Manager (SPM) for alternate option.		'''Box Culverts –''' A new or replaced box culvert is exempt from seismic design unless crossing a known exposed fault. Submit [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx “Request for soil properties Form A”] to Geotech Section and design as a SDC A. If box culvert is crossing a known exposed fault then discuss with Structural Project Manager (SPM) for alternate option.

Hoskir: /* 751.1.2.17 Preliminary Cost Estimate */ updated links to fig 751.9.1

2026-01-28T20:58:51Z

751.1.2.17 Preliminary Cost Estimate: updated links to fig 751.9.1

← Older revision		Revision as of 14:58, 28 January 2026
Line 413:		Line 413:

	===751.1.2.17 Preliminary Cost Estimate===		===751.1.2.17 Preliminary Cost Estimate===
	[[:File:~~fig_751~~.9.1.png]]		[[File:Fig 751.9.1.png]]

	'''Box Culverts –''' A new or replaced box culvert is exempt from seismic design unless crossing a known exposed fault. Submit [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx “Request for soil properties Form A”] to Geotech Section and design as a SDC A. If box culvert is crossing a known exposed fault then discuss with Structural Project Manager (SPM) for alternate option.		'''Box Culverts –''' A new or replaced box culvert is exempt from seismic design unless crossing a known exposed fault. Submit [https://epg.modot.org/forms/general_files/BR/Request_for_Final_Soundings_for_Structures_Form.xlsx “Request for soil properties Form A”] to Geotech Section and design as a SDC A. If box culvert is crossing a known exposed fault then discuss with Structural Project Manager (SPM) for alternate option.

	'''Bridges and Retaining Walls –''' For a new or replaced retaining wall or bridge, review [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Planning_Flowchart.pdf Bridge Seismic Planning Flowchart], [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart], [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf preliminary seismic design map] (or see EPG [[~~:File:fig_751~~.9.1~~.png~~\|Figure 751.9.1 Preliminary Seismic Design Map]] and [https://www.modot.org/media/47036 SEG 24-01] and following information.		'''Bridges and Retaining Walls –''' For a new or replaced retaining wall or bridge, review [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Planning_Flowchart.pdf Bridge Seismic Planning Flowchart], [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart], [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf preliminary seismic design map] (or see EPG [[751.9_Bridge_Seismic_Design#fig751.9.1\|Figure 751.9.1 Preliminary Seismic Design Map]] and [https://www.modot.org/media/47036 SEG 24-01] and following information.
	:* Seismic design of overpass should be considered when overpass bridge collapse would greatly impede emergency traffic for the main route. (i.e., No access ramps on a [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf major route or a 1st or 2nd priority earthquake emergency route]).		:* Seismic design of overpass should be considered when overpass bridge collapse would greatly impede emergency traffic for the main route. (i.e., No access ramps on a [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf major route or a 1st or 2nd priority earthquake emergency route]).
	:* For preliminary planning and cost estimate use the SDC values shown on [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf preliminary seismic design map]. SDC boundaries are shown for soil site class D.		:* For preliminary planning and cost estimate use the SDC values shown on [https://epg.modot.org/forms/general_files/BR/Preliminary_Seismic_Design_Map.pdf preliminary seismic design map]. SDC boundaries are shown for soil site class D.

← Older revision		Revision as of 09:28, 26 October 2026
Line 907:		Line 907:
	===751.1.2.31 Finishing Up Design Layout===		===751.1.2.31 Finishing Up Design Layout===

	Design Layouts shall be generated for new bridges, retaining walls and when foundation work is required for bridge widenings. Otherwise, Design Layouts are not utilized for conveyance of information related to rehabilitation projects, or work on existing bridges or, more generally, on structures.		Design Layouts shall be generated for new bridges, retaining walls and when foundation work is required for bridge widenings. Otherwise, Design Layouts are not utilized for conveyance of information related to rehabilitation projects, or work on existing bridges or, more generally, on structures.

	Once the Preliminary Detailer has created the Design Layout Sheet and added the borings and details of the proposed bridge to the plat and profile sheets, they should be checked by the Preliminary Designer. These sheets are the end product of the Preliminary Design process and will be used to perform the structural calculations for the Final Design phase of the bridge, which results in the production of the contract plans. Here is a list of items to include.		Once the Preliminary Detailer has created the Design Layout Sheet and added the borings and details of the proposed bridge to the plat and profile sheets, they should be checked by the Preliminary Designer. These sheets are the end product of the Preliminary Design process and will be used to perform the structural calculations for the Final Design phase of the bridge, which results in the production of the contract plans. Here is a list of items to include.

	{\|border="0"		{\|border="0"
Line 969:		Line 969:
	\|   \|\| a. \|\| Type and lengths of all piling.		\|   \|\| a. \|\| Type and lengths of all piling.
	\|-		\|-
	\|   \|\|b. \|\| Minimum galvanized penetration (elevation)		\|   \|\|b. \|\| Minimum galvanized penetration (elevation)
	\|-		\|-
	\|   \|\| c. \|\| Minimum tip elevations for all piles.		\|   \|\| c. \|\| Minimum tip elevations for all piles.
Line 975:		Line 975:
	\|   \|\| d. \|\| Location and elevation for any preboring.		\|   \|\| d. \|\| Location and elevation for any preboring.
	\|- style="vertical-align:top;"		\|- style="vertical-align:top;"
	\|   \|\|e. \|\| Pile point reinforcement (shoes) required for all structural steel HP piles. When Geotechnical Section indicates pile point reinforcement needed and show pile point type on boring log for CIP pile, then recommended pile point reinforcement type shall be shown on Design Layout.		\|   \|\| e. \|\| Pile point reinforcement (shoes) required for all structural steel HP piles. When Geotechnical Section indicates pile point reinforcement needed and show pile point type on boring log for CIP pile, then recommended pile point reinforcement type shall be shown on Design Layout.
	\|-		\|-
	\|   \|\| f. \|\| For end bearing pile when Geotechnical Section recommends dynamic pile testing (PDA) for pile driving verification method then reflect that on Design Layout.		\|   \|\| f. \|\| For end bearing pile when Geotechnical Section recommends dynamic pile testing (PDA) for pile driving verification method then reflect that on Design Layout.
	\|-		\|-
	\|   \|\| g. \|\| Types of footings, their elevations and ~~allowable bearing~~ (if applicable).		\|   \|\| g. \|\| Types of footings, their elevations, nominal bearing resistance and resistance factor (if applicable).
	\|-		\|-
	\|   \|\| h. \|\| Location of any cofferdams and/or seal courses.		\|   \|\| h. \|\| Location of any cofferdams and/or seal courses.
Line 1,071:		Line 1,071:
	\|}		\|}

	Once the Preliminary Detailer and Designer are in agreement on these items, the entire layout folder should be submitted to the SPM for their review. The SPM will then request a Design Layout Conference with the Assistant State Bridge Engineer and the Structural Resource Manager.		Once the Preliminary Detailer and Designer are in agreement on these items, the entire layout folder should be submitted to the SPM for their review. The SPM will then request a Design Layout Conference with the Assistant State Bridge Engineer and the Structural Resource Manager.

	Following this conference, the Preliminary Detailer and Designer will make any requested changes and complete the assembly of the Layout Folder by including the approved Design Layout Sheet and one set of half sized plat and profile sheets. The Layout Folder should then be delivered to the SPM along with one set of half-sized plat and profile sheets and a copy of the Design Layout Sheet.		Following this conference, the Preliminary Detailer and Designer will make any requested changes and complete the assembly of the Layout Folder by including the approved Design Layout Sheet and one set of half sized plat and profile sheets. The Layout Folder should then be delivered to the SPM along with one set of half-sized plat and profile sheets and a copy of the Design Layout Sheet.

	The SPM should then use a cover letter to send the one set of half-sized plat and profile sheets, as well as the copy of the Design Layout Sheet, to the Transportation Project Manager in the district. Include in this cover letter any changes in the Preliminary Cost Estimate and the current Plans Completion Date. An example can be found on the next page.		The SPM should then use a cover letter to send the one set of half-sized plat and profile sheets, as well as the copy of the Design Layout Sheet, to the Transportation Project Manager in the district. Include in this cover letter any changes in the Preliminary Cost Estimate and the current Plans Completion Date. An example can be found on the next page.

	The Preliminary Detailer should provide a copy of the Design Layout Sheet to the Bridge Survey Processor. The Bridge Survey Processor should then perform the following tasks:		The Preliminary Detailer should provide a copy of the Design Layout Sheet to the Bridge Survey Processor. The Bridge Survey Processor should then perform the following tasks:
	*Enter the Date to Final Design in the Bridge Survey Book and the Survey Rcv. Database		*Enter the Date to Final Design in the Bridge Survey Book and the Survey Rcv. Database
	*Supply a copy of the Design Layout Sheet to Development and Review.		*Supply a copy of the Design Layout Sheet to Development and Review.