751.24 Retaining Walls - Revision history

Hoskir: /* 751.24.2.1 Design */ updated per RR4023

2025-07-11T15:04:30Z

751.24.2.1 Design: updated per RR4023

← Older revision		Revision as of 10:04, 11 July 2025
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	:::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 γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, L or (e ≤ 0.40L) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33L and 0.40L. For γ<sub>EQ</sub> refer to LRFD 3.4.		:::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 γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, L or (e ≤ 0.40L) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33L and 0.40L. For γ<sub>EQ</sub> refer to LRFD 3.4.

	:::Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5~~. If live loads act to reduce the eccentricity, then γ<sub>EQ</sub> shall be taken as 0.0.~~		:::Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5

	::Eccentricity, (e) Limit for Extreme Event II:		::Eccentricity, (e) Limit for Extreme Event II:
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	When rock is anticipated within the 5 feet zone below the MSE wall leveling pad, prebore into rock and prebore holes shall be sufficiently wide to allow for a minimum 10 feet embedment of pile and pipe pile spacer. When top of rock is anticipated within the 5 to 10 feet zone below the MSE wall leveling pad, prebore into rock to achieve a minimum embedment (pile only) of 10 feet below the bottom of leveling pad. Otherwise, the pipe pile spacer requires a minimum 5 feet embedment below the levelling pad. Consideration shall also be given to oversizing the prebore holes in rock to allow for temperature movements at integral end bents.		When rock is anticipated within the 5 feet zone below the MSE wall leveling pad, prebore into rock and prebore holes shall be sufficiently wide to allow for a minimum 10 feet embedment of pile and pipe pile spacer. When top of rock is anticipated within the 5 to 10 feet zone below the MSE wall leveling pad, prebore into rock to achieve a minimum embedment (pile only) of 10 feet below the bottom of leveling pad. Otherwise, the pipe pile spacer requires a minimum 5 feet embedment below the levelling pad. Consideration shall also be given to oversizing the prebore holes in rock to allow for temperature movements at integral end bents.

	For bridges not longer than 200 feet, the minimum clearance from the back face of MSE walls to the front face of the end bent beam, also referred to as setback, shall be 4 ft. 6 in. (typ.) unless larger than 18-inch pipe pile spacer required. The 4 ft. 6 in. dimension is ~~based on the use of~~ 18-inch inside diameter pipe pile spacers & FHWA-NHI-10-24, Figure 5-17C, ~~which will help ensure~~ that ~~soil reinforcement is~~ not ~~skewed more than 15°~~ for ~~nut~~ and ~~bolt reinforcement connections~~. ~~Similarly,~~ the minimum setback shall be ~~determined~~ when larger diameter pile spacers are required. For bridges longer than 200 feet, the minimum setback shall be 5 ft. 6 in. based on the use of 24-inch inside diameter of pipe pile spacers. ~~Other types of connections may require different methods~~ for ~~splaying. In the event that the minimum setback cannot be used~~, the following guidance for pipe pile spacers clearance shall be used: pipe pile spacers shall be placed 18 in. clear min. from the back face of MSE wall panels; 12 in. minimum clearance is required between pipe pile spacers and leveling pad and 18 in. minimum clearance is required between leveling pad and pile.		For bridges not longer than 200 feet, the minimum clearance from the back face of MSE walls to the front face of the end bent beam, also referred to as setback, shall be 4 ft. 6 in. (typ.) unless larger than 18-inch pipe pile spacer required. The 4 ft. 6 in. dimension serves a dual purpose:
			:1) the setback ensures that soil reinforcement is not skewed more than 15° for nut and bolt reinforcement connections to clear an 18-inch inside diameter pipe pile spacers by 6 inches per FHWA-NHI-10-24, Figure 5-17C, while considering vertical and horizontal pile placement tolerances
			:2) the setback helps to reduce the forces imparted on the MSE wall from bridge movements that typically are not accounted for in the wall design and cannot be completely isolated using a pipe pile spacer. Increasing the minimum setback shall be considered when larger diameter pile spacers are required or when other types of soil reinforcement connections are anticipated

			For bridges longer than 200 feet, the minimum setback shall be 5 ft. 6 in. based on the use of 24-inch inside diameter of pipe pile spacers.

			If interference with soil reinforcement is not a concern and the wall is designed for forces from bridge movement, the following guidance for pipe pile spacers clearance shall be used: pipe pile spacers shall be placed 36 in. clear min. from the back face of MSE wall panels to allow for proper compaction; 12 in. minimum clearance is required between pipe pile spacers and leveling pad and 18 in. minimum clearance is required between leveling pad and pile. For isolated pile (e.g, walls skewed from the bent orientation), the pipe pile spacer may be placed 18 in. clear min. from the back face of MSE wall panels.

	'''MSE Wall Plan and Geometrics'''		'''MSE Wall Plan and Geometrics'''

Hoskir: /* 751.24.3.2 Design */ minor update to fix equation

2025-03-24T18:33:37Z

751.24.3.2 Design: minor update to fix equation

← Older revision		Revision as of 13:33, 24 March 2025
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	:* 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, B or (e ≤ 0.33B) for γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, B or (e ≤ 0.40B) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33B and 0.40B. For γ<sub>EQ</sub> refer to LRFD 3.4.		:* 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, B or (e ≤ 0.33B) for γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, B or (e ≤ 0.40B) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33B and 0.40B. For γ<sub>EQ</sub> refer to LRFD 3.4.

	:Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5. If live loads act to reduce the eccentricity, then ~~γEQ~~ shall be taken as 0.0.		:Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5. If live loads act to reduce the eccentricity, then γ<sub>EQ</sub> shall be taken as 0.0.

	Eccentricity, (e) Limit for Extreme Event II:		Eccentricity, (e) Limit for Extreme Event II:

Hoskir: /* 751.24.3.2 Design */ updated per RR4024

2025-03-18T18:06:53Z

751.24.3.2 Design: updated per RR4024

← Older revision		Revision as of 13:06, 18 March 2025
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	:* 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, B or (e ≤ 0.33B) for γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, B or (e ≤ 0.40B) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33B and 0.40B. For γ<sub>EQ</sub> refer to LRFD 3.4.		:* 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, B or (e ≤ 0.33B) for γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, B or (e ≤ 0.40B) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33B and 0.40B. For γ<sub>EQ</sub> refer to LRFD 3.4.

	:Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5		:Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5. If live loads act to reduce the eccentricity, then γEQ shall be taken as 0.0.

	Eccentricity, (e) Limit for Extreme Event II:		Eccentricity, (e) Limit for Extreme Event II:

Hoskir: /* 751.24.2.1 Design */ updated per RR4024

2025-03-18T17:54:03Z

751.24.2.1 Design: updated per RR4024

← Older revision		Revision as of 12:54, 18 March 2025
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	:::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 γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, L or (e ≤ 0.40L) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33L and 0.40L. For γ<sub>EQ</sub> refer to LRFD 3.4.		:::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 γ<sub>EQ</sub> = 0.0 and middle eight-tenths of the base width, L or (e ≤ 0.40L) for γ<sub>EQ</sub> = 1.0. For γ<sub>EQ</sub> between 0.0 and 1.0, interpolate e value linearly between 0.33L and 0.40L. For γ<sub>EQ</sub> refer to LRFD 3.4.

	:::Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5		:::Note: Seismic design shall be performed for γ<sub>EQ</sub> = 0.5. If live loads act to reduce the eccentricity, then γ<sub>EQ</sub> shall be taken as 0.0.

	::Eccentricity, (e) Limit for Extreme Event II:		::Eccentricity, (e) Limit for Extreme Event II:

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.

← 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.