User:Hoskir/Revision Request 4244 - Revision history

Hoskir: /* 321.1.2 Slope Stability Analyses for Special Foundation Investigations */

2026-10-15T15:55:46Z

321.1.2 Slope Stability Analyses for Special Foundation Investigations

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	The provisions of this article shall be used for design and analysis of slopes for non-routine slope design. The most common instances for these “site specific” designs are for cases where slides have already occurred, cases with complex site and/or loading conditions, and cases with substantial consequences of failure (e.g. high fills, embankments of soft foundation soils, and slopes with bridge foundations). The provisions of this section shall also be followed for evaluation of overall stability for retaining walls and spread footings founded within slopes.		The provisions of this article shall be used for design and analysis of slopes for non-routine slope design. The most common instances for these “site specific” designs are for cases where slides have already occurred, cases with complex site and/or loading conditions, and cases with substantial consequences of failure (e.g. high fills, embankments of soft foundation soils, and slopes with bridge foundations). The provisions of this section shall also be followed for evaluation of overall stability for retaining walls and spread footings founded within slopes.

	Global (overall) stability of non-routine slope designs or permanent MSE walls shall be performed by the Geotechnical Section or their agent and the global stability of temporary construction slopes and temporary MSE walls shall be performed by the contractor’s geotechnical and/or wall subcontractor. Compound stability of an MSE wall shall be performed by the Geotechnical Section or their agent if complex conditions exist such as changes in reinforced soil types or reinforcement lengths, seismic loading, sloping-faced structures, significant slopes at the toe or backslopes, or stacked (tiered) structures. The contractor’s geotechnical and/or wall subcontractor shall perform a compound stability analysis for any design changes, temporary wall and slope conditions or high surcharge loads due to construction processes.		Global (overall) stability of non-routine slope designs or permanent MSE walls shall be performed by the Construction and Materials Geotechnical Section or their agent and the global stability of temporary construction slopes and temporary MSE walls shall be performed by the contractor’s geotechnical and/or wall subcontractor. Compound stability of an MSE wall shall be performed by the Geotechnical Section or their agent if complex conditions exist such as changes in reinforced soil types or reinforcement lengths, seismic loading, sloping-faced structures, significant slopes at the toe or backslopes, or stacked (tiered) structures. The contractor’s geotechnical and/or wall subcontractor shall perform a compound stability analysis for any design changes, temporary wall and slope conditions or high surcharge loads due to construction processes.

	===321.1.2.1 General Considerations===		===321.1.2.1 General Considerations===

Hoskir: /* 321.1.2.2 General Procedure for Slope Stability Analysis Using LRFD Approach */

2026-10-15T14:28:48Z

321.1.2.2 General Procedure for Slope Stability Analysis Using LRFD Approach

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	Global stability (i.e., overall and compound stability) of the wall shall be performed in accordance with FHWA ~~GEC~~ 011 and LRFD BDS 11.6.3.7 and 11.10.5.6.		Global stability (i.e., overall and compound stability) of the wall shall be performed in accordance with FHWA Geotechnical Engineering Circular 011 and LRFD BDS 11.6.3.7 and 11.10.5.6.

	Stability analyses for short-term, undrained conditions (generally associated with conditions during or shortly after construction) and long-term, drained conditions (generally associated with conditions long after construction) should be performed.		Stability analyses for short-term, undrained conditions (generally associated with conditions during or shortly after construction) and long-term, drained conditions (generally associated with conditions long after construction) should be performed.

Hoskir: /* 751.24.3.2 Design */

2026-08-05T17:31:27Z

751.24.3.2 Design

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	: <math>Bearing\ Capacity\ (CDR) = \frac{Factored\ Bearing\ Resistance}{Maximum\ Factored\ Bearing\ Stress} \ge 1.0</math>		: <math>Bearing\ Capacity\ (CDR) = \frac{Factored\ Bearing\ Resistance}{Maximum\ Factored\ Bearing\ Stress} \ge 1.0</math>
	: Strength Limit States:		: Strength Limit States:
	: Factored bearing resistance = Nominal bearing resistance from the Geotechnical report * Resistance factor		: Factored bearing resistance = Nominal bearing resistance from the Geotechnical report * Resistance factor .
	: For walls that DO NOT contain or support a structure use resistance factor per LRFD BDS Table 11.5.7-1		: For walls that DO NOT contain or support a structure use resistance factor per LRFD BDS Table 11.5.7-1.
	: For walls that contain or support a structure use resistance factor per LRFD BDS Table 10.5.5.2.2-1 or as otherwise recommended in the Geotechnical report.		: For walls that contain or support a structure use resistance factor per LRFD BDS Table 10.5.5.2.2-1 or as otherwise recommended in the Geotechnical report.

Hoskir: /* 321.1.2.2 General Procedure for Slope Stability Analysis Using LRFD Approach */

2026-08-05T17:29:41Z

321.1.2.2 General Procedure for Slope Stability Analysis Using LRFD Approach

← Older revision		Revision as of 11:29, 5 August 2026
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	:5) Global Stability: Confirm the global stability of the wall system as per FHWA GEC 011 and LRFD BDS 11.6.3.7 to confirm it meets the factor of safety requirements for all applicable loading conditions.		:5) Global Stability: Confirm the global stability of the wall system as per FHWA GEC 011 and LRFD BDS 11.6.3.7 to confirm it meets the factor of safety requirements for all applicable loading conditions.
	:: Compare the computed factor of safety to the limit factor of safety (= 1.0):		:: Compare the computed factor of safety to the limit factor of safety (= 1.0):
	::a) If the computed factor of safety is approximately equal to or exceeds 1.0, the design is considered acceptable. Resistance factors (RF) used in LRFD slope stability analysis and Factor-of-Safety (FS) results from non-LRFD slope stability analysis are presented below.		:: If the computed factor of safety is approximately equal to or exceeds 1.0, the design is considered acceptable. Resistance factors (RF) used in LRFD slope stability analysis and Factor-of-Safety (FS) results from non-LRFD slope stability analysis are presented below.
	:::1) RF=0.75 (FS = 1.30) where the geotechnical parameters and subsurface stratigraphy are well-defined, and the slope or MSE wall DOES NOT support or contain a structural element (i.e., building, bridge abutment, etc. that is located within the critical failure surface) and for any temporary MSE wall.		::: a) RF=0.75 (FS = 1.30) where the geotechnical parameters and subsurface stratigraphy are well-defined, and the slope or MSE wall DOES NOT support or contain a structural element (i.e., building, bridge abutment, etc. that is located within the critical failure surface) and for any temporary MSE wall.
	:::2) RF=0.65 (FS = 1.50) where the geotechnical parameters and subsurface stratigraphy are highly variable, are based on limited information, or the slope or MSE wall supports or contains a structural element such as bridge abutment fill.		::: b) RF=0.65 (FS = 1.50) where the geotechnical parameters and subsurface stratigraphy are highly variable, are based on limited information, or the slope or MSE wall supports or contains a structural element such as bridge abutment fill.
	:::3) RF=0.9 (FS = 1.1) should be used for seismic analysis slopes involving or adjacent to walls and structure foundations.		::: c) RF=0.9 (FS = 1.1) should be used for seismic analysis slopes involving or adjacent to walls and structure foundations.

	~~::b) If the factor of safety is significantly greater than 1.0, changes to reduce the computed factor of safety may be considered if significant cost savings can be realized.~~
	::c) If the factor of safety is less than 1.0, the designer must consider alternative measures to increase the factor of safety and repeat the procedure until a factor of safety approximately equal to 1.0 is achieved.

	Current procedures will factor the undrained shear strength, ''s<sub>u</sub>'', or the Mohr-Coulomb shear strength parameters, ''c'' and ''ϕ'' (or <math>\overline{c}</math> and <math> \overline{\phi}</math>). Resistance factors for factoring of these parameters are provided in EPG 321.1.2.4.

	===321.1.2.3 Load Factors===		===321.1.2.3 Load Factors===

Hoskir: /* 751.24.3.2 Design */

2026-08-05T16:31:07Z

751.24.3.2 Design

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Hoskir: /* 751.24.2.1 Design */

2026-08-05T16:24:02Z

751.24.2.1 Design

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Hoskir at 16:17, 5 August 2026

2026-08-05T16:17:54Z

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	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. he 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.
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	:* Compound Stability		:* Compound Stability
	:: Capacity/Demand ratio (CDR) for bearing capacity shall be ≥ 1.0		:: Capacity/Demand ratio (CDR) for bearing capacity shall be ≥ 1.0
	:: <math>Bearing\ Capacity\ (CDR) = \frac{Factored\ Bearing\ Resistance}{Maximum\ Factored\ Bearing\ Stress} \ge 1.0</math>		:: <math>Bearing\ Capacity\ (CDR) = \frac{Factored\ Bearing\ Resistance}{Maximum\ Factored\ Bearing\ Stress} \ge 1.0</math>
	:: Strength Limit States:		:: Strength Limit States:
	:: Factored bearing resistance = Nominal bearing resistance from the Geotechnical report * Resistance factor.		:: Factored bearing resistance = Nominal bearing resistance from the Geotechnical report * Resistance factor.

Hoskir at 16:14, 5 August 2026

2026-08-05T16:14:44Z

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Hoskir: /* 751.1.2.31 Finishing Up Design Layout */

2026-08-05T16:10:10Z

751.1.2.31 Finishing Up Design Layout

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Hoskir: /* 747.2.6.2 Mechanically Stabilized Earth (MSE) Wall Systems */

2026-08-05T15:47:51Z

747.2.6.2 Mechanically Stabilized Earth (MSE) Wall Systems

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