2009-05-29_REVISION - M1977211 ‎(6)‎

• Permit No: M1977211
• IBM Index Class Name: REVISION
• Doc Date: 5/29/2009
• Doc Name: Submittal
• From: Continental Materials Corporation
• To: DRMS
• Type & Sequence: TR13
• Media Type: D
• Archive: No

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the analyses and the intact materials at failure for the two assumed water levels.
The results of the stability analysis are summarized in the following table and in
Appendix D.
TABLE 2
SLOPE STABILITY SUMMARY
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Section Ground
Water Level Slope Condition Factor of Safety Figure
Number
F Lower Pre-Failure Wet 0.91 D-1
Pre-Failure Dry 1.07 D-2
Post Failure 1.14* D-3
Upper Pre-Failure Wet 0.95 D-4
Pre-Failure Dry 1.38 D-5
Post Failure 1.32* D-6
M Lower Pre-Failure Wet 0.94 D-7
Pre-Failure Dry 1.17 D-8
Post Failure 1.06* D-9
Upper Pre-Failure Wet 0.99 D-10
Pre-Failure Dry 1.46 D-11
Post Failure 1.29* D-12
Note: -inaicates lower tactors of safety were calculated for shallow failures.
0
As can be seen by the change in the back calculated friction angles of seven
degrees, in Table 2 above with the change in water levels between the lower and
upper ground water levels, the ground water level has a significant negative impact
on the stability of the slope. This is also demonstrated in the change in the
calculated factors of safety of the dry versus wet conditions for the slopes.
However, with either the upper or lower ground water level, the post failure factors
of safety are generally higher than the pre-slide factors of safety.
The post-slide failures shown in Appendix D are for larger failures that will
affect the overall slope. Shallow failure surfaces generally limited to the upper
TRANSIT MIX AGGREGATES
PIKEVIEW QUARRY SLOPE
CTLIT PROJECT NO. CS17341-125
S:ICS17000-174991CS17341.0 0 011 2 512. ReportsICS17341-125-R1-Final.doc
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