751.24 Retaining Walls - Revision history

Hoskir: /* 751.24.2.1 Design */ updated per RR3960

2024-11-27T21:13:58Z

751.24.2.1 Design: updated per RR3960

Hoskir: /* 751.24.2.1 Design */ updated per RR393

2024-09-23T18:07:58Z

751.24.2.1 Design: updated per RR393

← Older revision		Revision as of 13:07, 23 September 2024
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	* No utilities shall be allowed in the reinforced earth if future access to the utilities would require that the reinforcement layers be cut, or if there is a potential for material, which can cause degradation of the soil reinforcement, to leak out of the utilities into the wall backfill, with the exception of storm water drainage.		* No utilities shall be allowed in the reinforced earth if future access to the utilities would require that the reinforcement layers be cut, or if there is a potential for material, which can cause degradation of the soil reinforcement, to leak out of the utilities into the wall backfill, with the exception of storm water drainage.

	* The interior angle between two walls should be greater than 70°. However, if unavoidable, then place [[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29\|EPG 751.50 J1.41 note]] on the design plans.		* All vertical objects shall have at least 4’-6” clear space between back of the wall facing and object for select granular backfill compaction and soil reinforcement skew limit requirements. For piles, see pipe pile spacers guidance.

			* The interior angle between two MSE walls should be greater than 70°. However, if unavoidable, then place [[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29\|EPG 751.50 J1.41 note]] on the design plans.

	* Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems may be battered up to 1.5 in. per foot. Modular blocks are also known as “segmental blocks”.		* Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems may be battered up to 1.5 in. per foot. Modular blocks are also known as “segmental blocks”.
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	</gallery>		</gallery>
	<gallery mode=packed widths=400px heights=400px>		<gallery mode=packed widths=400px heights=400px>
	File:751.24.2.1_sec_A-A-01.png\| <big>'''Section A-A'''</big>		File:751.24.2.1_sec_A-A-02.png\| <big>'''Section A-A'''</big>
	</gallery>		</gallery>
	{\| style="text-align: left; margin-left: auto; margin-right: auto;"		{\| style="text-align: left; margin-left: auto; margin-right: auto;"
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	(3) Discharge to drainage system or daylight screened outlet at least 10 feet away from end of wall (typ.). (Skew in the direction of flow as appropriate).</br>		(3) Discharge to drainage system or daylight screened outlet at least 10 feet away from end of wall (typ.). (Skew in the direction of flow as appropriate).</br>
	(4) Discharge to drainage system or daylight screened outlet at least 10 feet away from front face of wall (typ.). (Skew in the direction of flow as appropriate).</br>		(4) Discharge to drainage system or daylight screened outlet at least 10 feet away from front face of wall (typ.). (Skew in the direction of flow as appropriate).</br>
			(5) Minimum backfill cover = Max(15”, 1.5 x diameter of drain pipe).</br>
	\|}		\|}

Hoskir: /* 751.24.2.1 Design */ updated per RR3868

2024-07-25T20:28:25Z

751.24.2.1 Design: updated per RR3868

← Older revision		Revision as of 15:28, 25 July 2024
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	* The following requirement shall be considered (from 2009_FHWA-NHI-10-024 MSE wall 132042.pdf, page 200-201) when seismic design is required:		* The following requirement shall be considered (from 2009_FHWA-NHI-10-024 MSE wall 132042.pdf, page 200-201) when seismic design is required:
	:* For seismic ~~performance~~ Zones 3 or 4, facing connections in modular block faced walls (MBW) shall use shear resisting devices (shear keys, pin, etc.) between the MBW units and soil reinforcement, and shall not be fully dependent on frictional resistance between the soil reinforcement and facing blocks. For connections partially dependent on friction between the facing blocks and the soil reinforcement, the nominal long-term connection strength T<sub>ac</sub>, should be reduced to 80 percent of its static value.		:* For seismic design category, SDC C or D (Zones 3 or 4), facing connections in modular block faced walls (MBW) shall use shear resisting devices (shear keys, pin, etc.) between the MBW units and soil reinforcement, and shall not be fully dependent on frictional resistance between the soil reinforcement and facing blocks. For connections partially dependent on friction between the facing blocks and the soil reinforcement, the nominal long-term connection strength T<sub>ac</sub>, should be reduced to 80 percent of its static value.

	* Seismic design category and acceleration coefficients shall be listed on the plans for categories B, C and D. If a seismic analysis is required that shall also be noted on the plans. See [[751.50_Standard_Detailing_Notes#A._General_Notes\|EPG 751.50 A1.1 note]].		* Seismic design category and acceleration coefficients shall be listed on the plans for categories B, C and D. If a seismic analysis is required that shall also be noted on the plans. See [[751.50_Standard_Detailing_Notes#A._General_Notes\|EPG 751.50 A1.1 note]].

Hoskir: /* 751.24.2.1 Design */

2024-07-24T19:17:05Z

751.24.2.1 Design

← Older revision		Revision as of 14:17, 24 July 2024
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	===751.24.2.1 Design===		===751.24.2.1 Design===

	Designs of Mechanically Stabilized Earth (MSE) walls shall be completed by consultants or contractors in accordance with Section 11.10 of LRFD specifications, FHWA-NHI-10-024 and FHWA-NHI-10-025 for LRFD. [https://www.modot.org/bridge-pre-qualified-products-list Bridge Pre-qualified Products List (BPPL)] provided on MoDOT's web page and in Sharepoint contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The ~~[https://modotgov.sharepoint.com/sites/cm/SitePages/Geotechnical.aspx~~ Geotechnical Section] is responsible for checking global stability of permanent MSE wall systems, which should be reported in the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements\|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction\|EPG 751.1.2.11 Staged Construction]].		Designs of Mechanically Stabilized Earth (MSE) walls shall be completed by consultants or contractors in accordance with Section 11.10 of LRFD specifications, FHWA-NHI-10-024 and FHWA-NHI-10-025 for LRFD. [https://www.modot.org/bridge-pre-qualified-products-list Bridge Pre-qualified Products List (BPPL)] provided on MoDOT's web page and in Sharepoint contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The Geotechnical Section is responsible for checking global stability of permanent MSE wall systems, which should be reported in the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements\|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction\|EPG 751.1.2.11 Staged Construction]].

	For seismic design requirements, see [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. References for consultants and contractors include Section 11.10 of LRFD, FHWA-NHI-10-024 and FHWA-NHI-10-025.		For seismic design requirements, see [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. References for consultants and contractors include Section 11.10 of LRFD, FHWA-NHI-10-024 and FHWA-NHI-10-025.

Hoskir: /* 751.24.2.1 Design */ updated per RR3868

2024-07-24T19:14:50Z

751.24.2.1 Design: updated per RR3868

← Older revision		Revision as of 14:14, 24 July 2024
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	::Capacity/Demand ratio (CDR) for overturning shall be ≥ 1.0		::Capacity/Demand ratio (CDR) for overturning shall be ≥ 1.0
	::<math>Overtuning\ (CDR) = \frac{Total\ Factored\ ~~Sliding~~\ ~~Resistance~~}{Total\ Factored\ Driving\ Moment} \ge 1.0</math>		::<math>Overtuning\ (CDR) = \frac{Total\ Factored\ Resisting\ Moment}{Total\ Factored\ Driving\ Moment} \ge 1.0</math>

	::Capacity/Demand ratio (CDR) for eccentricity shall be ≥ 1.0		::Capacity/Demand ratio (CDR) for eccentricity shall be ≥ 1.0
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	::Eccentricity, (e) Limit for Strength Limit State:      LRFD 11.6.3.3 & C11.10.5.4		::Eccentricity, (e) Limit for Strength Limit State:      LRFD 11.6.3.3 & C11.10.5.4
	::: For foundations supported on soil, the location of the resultant of the reaction forces shall be within the middle two-thirds of the base width, L or (e ≤ 0.33L).		::: For foundations supported on soil or rock, the location of the resultant of the reaction forces shall be within the middle two-thirds of the base width, L or (e ≤ 0.33L).
	~~::: For foundations supported on rock, the location of the resultant of the reaction forces shall be within the middle nine-tenths of the base width, B or (e ≤ 0.45B~~).

	::Eccentricity, (e) Limit for Extreme Event I (Seismic):      LRFD 11.6.5.1		::Eccentricity, (e) Limit for Extreme Event I (Seismic):      LRFD 11.6.5.1

Hoskir: /* 751.24.2.1 Design */ fixed errors from RR3868

2024-07-24T18:20:47Z

751.24.2.1 Design: fixed errors from RR3868

← Older revision		Revision as of 13:20, 24 July 2024
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	===751.24.2.1 Design===		===751.24.2.1 Design===

	Designs of Mechanically Stabilized Earth (MSE) walls shall be completed by consultants or contractors in accordance with Section 11.10 of LRFD specifications, FHWA-NHI-10-024 and FHWA-NHI-10-025 for LRFD. [https://www.modot.org/bridge-pre-qualified-products-list Bridge Pre-qualified Products List (BPPL)] provided on MoDOT's web page and in Sharepoint contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The [~~http~~://sharepoint/~~systemdelivery~~/CM/~~geotechnical~~/~~default~~.aspx Geotechnical Section] is responsible for checking global stability of permanent MSE wall systems, which should be reported in the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements\|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction\|EPG 751.1.2.11 Staged Construction~~]]. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls~~]].		Designs of Mechanically Stabilized Earth (MSE) walls shall be completed by consultants or contractors in accordance with Section 11.10 of LRFD specifications, FHWA-NHI-10-024 and FHWA-NHI-10-025 for LRFD. [https://www.modot.org/bridge-pre-qualified-products-list Bridge Pre-qualified Products List (BPPL)] provided on MoDOT's web page and in Sharepoint contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The [https://modotgov.sharepoint.com/sites/cm/SitePages/Geotechnical.aspx Geotechnical Section] is responsible for checking global stability of permanent MSE wall systems, which should be reported in the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements\|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction\|EPG 751.1.2.11 Staged Construction]].

	For seismic design requirements, see [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. References for consultants and contractors include Section 11.10 of LRFD, FHWA-NHI-10-024 and FHWA-NHI-10-025.		For seismic design requirements, see [https://epg.modot.org/forms/general_files/BR/Bridge_Seismic_Design_Flowchart.pdf Bridge Seismic Design Flowchart]. References for consultants and contractors include Section 11.10 of LRFD, FHWA-NHI-10-024 and FHWA-NHI-10-025.

Hoskir: updated per RR3868

2024-07-19T19:01:33Z

updated per RR3868

Show changes

Hoskir: Hoskir moved page 751.24 LFD Retaining Walls to 751.24 Retaining Walls: renamed per RR3868

2024-07-19T18:55:20Z

Hoskir moved page 751.24 LFD Retaining Walls to 751.24 Retaining Walls: renamed per RR3868

← Older revision	Revision as of 13:55, 19 July 2024
(No difference)

Hoskir: /* 751.24.2.1 Design */ updated per RR3823

2024-02-09T19:34:43Z

751.24.2.1 Design: updated per RR3823

← Older revision		Revision as of 14:34, 9 February 2024
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	===751.24.2.1 Design===		===751.24.2.1 Design===

	Designs of Mechanically Stabilized Earth (MSE) walls are completed by consultants or contractors in accordance with Section 5 of the AASHTO Specifications. MoDOT Internet site contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The [http://sharepoint/systemdelivery/CM/geotechnical/default.aspx Geotechnical Section] is responsible for checking global stability, which should be reported on the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [~~https://epg.modot.org/index.php?title=~~751.1_Preliminary_Design#751.1.4.3_MSE_Walls EPG 751.1.4.3 MSE Walls].		Designs of Mechanically Stabilized Earth (MSE) walls are completed by consultants or contractors in accordance with Section 5 of the AASHTO Specifications. MoDOT Internet site contains a listing of facing unit manufacturers, soil reinforcement suppliers, and wall system suppliers which have been approved for use. See [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 Sec 720] and [http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=14 Sec 1010] for additional information. The [http://sharepoint/systemdelivery/CM/geotechnical/default.aspx Geotechnical Section] is responsible for checking global stability of permanent MSE wall systems, which should be reported on the Foundation Investigation Geotechnical Report. For MSE wall preliminary information, see [[751.1_Preliminary_Design#751.1.4.3_MSE_Walls\|EPG 751.1.4.3 MSE Walls]]. For design requirements of MSE wall systems and temporary shoring (including temporary MSE walls), see [[:Category:720_Mechanically_Stabilized_Earth_Wall_Systems#720.2_Design_Requirements\|EPG 720 Mechanically Stabilized Earth Wall Systems]]. For staged bridge construction, see [[751.1_Preliminary_Design#751.1.2.11_Staged_Construction\|EPG 751.1.2.11 Staged Construction]].

	'''General Guidelines'''		'''General Guidelines'''

Smithk: Per BR, updated links, other minor clarifications

2022-01-11T18:33:38Z

Per BR, updated links, other minor clarifications

← Older revision		Revision as of 13:33, 11 January 2022
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	''P<sub>a</sub>'' = (1/2)(0.515)(0.120 kips/ft<sup>3</sup>)(10 ft)<sup>2</sup> = 3.090 kips per foot of wall length		''P<sub>a</sub>'' = (1/2)(0.515)(0.120 kips/ft<sup>3</sup>)(10 ft)<sup>2</sup> = 3.090 kips per foot of wall length

	The ''ϕ'' angle shall be determined by the Materials Division from soil tests. If the ''ϕ'' angle cannot be provided by the [http://~~wwwi~~/~~intranet~~/cm/default.~~htm~~ Construction and Materials Division] a ''ϕ'' angle of 27 degrees shall be used.		The ''ϕ'' angle shall be determined by the Materials Division from soil tests. If the ''ϕ'' angle cannot be provided by the [http://sp/sites/cm/Pages/default.aspx Construction and Materials Division] a ''ϕ'' angle of 27 degrees shall be used.

	Drainage shall be provided to relieve water pressure from behind all cast-in-place concrete retaining walls. If adequate drainage can not be provided then walls shall be designed to resist the maximum anticipated water pressure.		Drainage shall be provided to relieve water pressure from behind all cast-in-place concrete retaining walls. If adequate drainage can not be provided then walls shall be designed to resist the maximum anticipated water pressure.
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	* For large block walls, capstone may be substituted for coping and either shall be permanently attached to wall by panel dowels.		* For large block walls, capstone may be substituted for coping and either shall be permanently attached to wall by panel dowels.

	* For large block walls, form liners are required to produce all panels. Using form liner to produce panel facing is more cost effective than producing flat panels. Standard form liners are specified on the [~~http~~://www.modot.org/~~business/consultant_resources/bridgestandards.htm Bridge Standard Drawings~~ - MSE Wall ~~MSEW~~]. Be specific regarding names, types and colors of staining, and names and types of form liner.		* For large block walls, form liners are required to produce all panels. Using form liner to produce panel facing is more cost effective than producing flat panels. Standard form liners are specified on the [https://www.modot.org/mse-wall-msew MSE Wall Standard Drawings]. Be specific regarding names, types and colors of staining, and names and types of form liner.

	* MSE walls shall not be used where exposure to acid water may occur such as in areas of coal mining.		* MSE walls shall not be used where exposure to acid water may occur such as in areas of coal mining.
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	* No utilities shall be allowed in the reinforced earth if future access to the utilities would require that the reinforcement layers be cut, or if there is a potential for material, which can cause degradation of the soil reinforcement, to leak out of the utilities into the wall backfill, with the exception of storm water drainage.		* No utilities shall be allowed in the reinforced earth if future access to the utilities would require that the reinforcement layers be cut, or if there is a potential for material, which can cause degradation of the soil reinforcement, to leak out of the utilities into the wall backfill, with the exception of storm water drainage.

	* The interior angle between two walls should be greater than 70°. However, if unavoidable, then place [[751.50 Standard Detailing Notes#J1.31\|EPG 751.50 J1.31 note]] on the plans.		* The interior angle between two walls should be greater than 70°. However, if unavoidable, then place [[751.50 Standard Detailing Notes#(J1.31)\|EPG 751.50 J1.31 note]] on the plans.

	* Small block walls may be battered up to 1.5 in. per foot.		* Small block walls may be battered up to 1.5 in. per foot.
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	\|'''Additional Information'''		\|'''Additional Information'''
	\|-		\|-
	\|[http://~~wwwi~~/~~intranet~~/cm/ MoDOT Materials Division]		\|[http://sp/sites/cm/Pages/default.aspx MoDOT Materials Division]
	\|}		\|}

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	\|'''Dimension "A"'''		\|'''Dimension "A"'''
	\|-		\|-
	\|* Maximum length = 28'-0".		\|• Maximum length = 28'-0".
	\|-		\|-
	\|* Each section to be in 4'-0" increments.		\|• Each section to be in 4'-0" increments.
	\|-		\|-
	\|* (See [[#Rustication Recess\|rustication recess details]].)		\|• (See [[#Rustication Recess\|rustication recess details]].)
	\|-		\|-
	\|'''Dimensions "B" & "C"'''		\|'''Dimensions "B" & "C"'''
	\|-		\|-
	\|* As required by the design to balance the negative and positive moments. (See the design assumptions).		\|• As required by the design to balance the negative and positive moments. (See the design assumptions).
	\|}]]		\|}]]

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	<div id="~~level of service (LOS)~~"></div>		<div id="Rustication Recess"></div>
	'''Rustication Recess'''		'''Rustication Recess'''
	[[image:751.24.3.8 rustication.jpg\|center\|800px]]		[[image:751.24.3.8 rustication.jpg\|center\|800px]]

← Older revision		Revision as of 16:13, 27 November 2024
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	* Plans note ([[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29\|EPG 751.50 J1.1]]) is required to clearly identify the responsibilities of the wall designer.		* Plans note ([[751.50_Standard_Detailing_Notes#J._MSE_Wall_Notes_.28Notes_for_Bridge_Standard_Drawings.29\|EPG 751.50 J1.1]]) is required to clearly identify the responsibilities of the wall designer.

	* Do not use Drycast modular block wall (DMBW~~-MSE) systems or Wetcast modular block wall (WMBW~~-MSE) systems in the following locations:		* Do not use Drycast modular block wall (DMBW-MSE) systems in the following locations:

	::* Within the splash zone from snow removal operations (assumed to be 15 feet from the edge of the shoulder).		::* Within the splash zone from snow removal operations (assumed to be 15 feet from the edge of the shoulder).
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	::* Where blocks will be located behind barrier or other obstacles that will trap salt-laden snow from removal operations.		::* Where blocks will be located behind barrier or other obstacles that will trap salt-laden snow from removal operations.

			* Do not use Drycast modular block wall (DMBW-MSE) systems or Wetcast modular block wall (WMBW-MSE) systems in the following locations:

	::* For structurally critical applications, such as containing necessary fill around structures.		::* For structurally critical applications, such as containing necessary fill around structures.
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	* For locations where Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems are not desirable, consider coloring agents and/or architectural forms using precast modular panel wall (PMPW-MSE) systems for aesthetic installations.		* For locations where Drycast modular block wall (DMBW-MSE) systems and Wetcast modular block wall (WMBW-MSE) systems are not desirable, consider coloring agents and/or architectural forms using precast modular panel wall (PMPW-MSE) systems for aesthetic installations.

	* For slab drain location near MSE Wall, see [[751.10 General Superstructure#General Requirements for Location and Spacing of Slab Drains\|EPG 751.10.3.1 Drain Type, Alignment and Spacing]] and [[751.10 General Superstructure#751.10.3.3 General Requirements for Location of Slab Drains\|EPG 751.10.3.3 General Requirements for Location of Slab Drains]].		* For slab drain location near MSE Wall, see [[751.10 General Superstructure#General Requirements for Location and Spacing of Slab Drains\|EPG 751.10.3.1 Drain Type, Alignment and Spacing]] and [[751.10 General Superstructure#751.10.3.3 General Requirements for Location of Slab Drains\|EPG 751.10.3.3 General Requirements for Location of Slab Drains]].

	* Roadway runoff should be directed away from running along face of MSE walls used as wing walls on bridge structures.		* Roadway runoff should be directed away from running along face of MSE walls used as wing walls on bridge structures.
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	:* When fencing is required without gutter, place in tube and grout behind the MSE wall (for detail, see [https://www.modot.org/bridge-standard-drawings MSE Wall Standard Drawings - MSEW], Fence Post Connection Behind MSE Wall (without gutter).		:* When fencing is required without gutter, place in tube and grout behind the MSE wall (for detail, see [https://www.modot.org/bridge-standard-drawings MSE Wall Standard Drawings - MSEW], Fence Post Connection Behind MSE Wall (without gutter).

	:* Lower backfill longitudinal drainage pipes behind all MSE walls shall be two-6” (Min.) diameter perforated PVC or PE pipe (See Sec 1013) unless larger sizes are required by design which shall be the responsibility of the District Design Division. Show drainage pipe size on plans. Outlet screens and cleanouts should be detailed for any drain pipe (shown on MoDOT MSE wall plans or roadway plans). Lateral non-perforated drain pipes (below leveling pad) are permitted by Standard Specifications and shall be sized by the District Design Division if necessary. Lateral outlet drain pipe sloped at 2% minimum.		:* Lower backfill longitudinal drainage pipes behind all MSE walls shall be two-6” (Min.) diameter perforated PVC or PE pipe (See Sec 1013) unless larger sizes are required by design which shall be the responsibility of the District Design Division. Show drainage pipe size on plans. Outlet screens and cleanouts should be detailed for any drain pipe (shown on MoDOT MSE wall plans or roadway plans). Lateral non-perforated drain pipes (below leveling pad) are permitted by Standard Specifications and shall be sized by the District Design Division if necessary. Lateral outlet drain pipe sloped at 2% minimum.

	::* Identify on MSE wall plans or roadway plans drainage pipe point of entry, point of outlet (daylighting), 2% min. drainage slopes in between points to ensure positive flow and additional longitudinal drainage pipes if required to accommodate ground slope changes and lateral drainage pipes if required by design.		::* Identify on MSE wall plans or roadway plans drainage pipe point of entry, point of outlet (daylighting), 2% min. drainage slopes in between points to ensure positive flow and additional longitudinal drainage pipes if required to accommodate ground slope changes and lateral drainage pipes if required by design.