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f ^ i0, 2 3 4 5 Appendix D- Slope Stability Analysis for Environmental Cap Table D-1. Assumed Engineered Fiil,1'Vaste, and Subgrade Properties. DOFJR1^2001-11 Rev.A l f)rart j_i Rcdlinc/Strikeout Moist Unit Drained Drained Angle of Undrained Material Weight, Cohesion, Internal Friction Cohesion, kg/mI Qg/m'(ib/ft') hglm'(Ib/ft') (degrees) t7bKt=) Engineered fill (uncontaminated. 1.220 (130) 0 40 0 compacted) Compacted exterior waste fill 1,125 (130) 0 37 0 (Alternative 4 only) Subgrade 1.060(113) 0 37 0 Material Table D-2. Assumed Ceotechnicai Engineering Properties for Engineered Barrier Components Moist Unit kt: i ht, Drained Strength eD Undralned Strength ^ c (IhNt) (deg.) kg/ms (bJrl s) (deg.) kg/m3 (Ib/ft ') Basis for Estimate Pea graveVsilt 985 30 0 30 0 Material gradation is 85% sandy silt.1596 pea mix (105) gravel by weight. Moisture-density relationships on McCrce Ranch material is basis for unit weight (S(celly et aa. 1994). No site-specific data for strength parameters are available. so estimate is based on material descriptions and professional judgement. Silt 985 30 0 30 0 Same material as above, but no pea gravel and (105) slightly greater compaction. Composite of 1,144 (122) 37 0 37 0 Values are typical for these types of materials. sand and gravel f Iters and drains Compacted 1.172 (125) 36 0 0 72 Native silty sand and gravel mixed with clay admixture (1700) bentonite. Unit weight and drained properties from Casbon (1995). Undrained from estimate for similar materials. Final Feasibility Study jortlu Canyon DUposltion lnitiative (221-U Facility) J une 100 ^ D-17
^ Appendix D-- Slope Stability Analysis for poEIRL-2001-11 Environmental Cap Rev. e l Drrfl R RediindStrikeout Table D-3. Summary of Alternative 3 Stability Analysis. Slope Seismic Condition Soil Properties Percent Slope Itelght, m Coefficient Foctorof sarety (ft) tg) Approximate Derormation, em (ln.) Silt: Static:0 >10 0 Veneer stability (engineered barrier stability) Q c Y . 30 degrees s 0 s . 995 ( 1051b11t ) 296 0.92 (3) Dynamic: 0 . 78 1.0 23 (1) (parallel to layer, at top of silQ' Engineered fill': Static: 0 >2.0 0 Overall stability of engineered fdl and erosion protection ^ s c s Y s 40 degrees 0 1,220 kg/ms (1301b1fti) 2% uPPef N. 311:1 V lower parl (see Figure D-2) 24 (90) Dynamic: 0.4 1.0 25 5 . 0 (1-2) (along surface shown In Figure D-2f D-2) 'Derormation for aven8e design acceleratiun for critical displacemcnt plane. "Presence of engineered batrier ignored. Erosion protection modeled as a 1.8-m ( 6-ft)-dtick layer with unit weight of 1,266 kg/ms ( 1351b/lts) and hiction angle ( #) of 43 degrees. •Defonaation for average design acceleration for failure surface of 0.8 g. 2 3 4 Table D4. Summary of Atternative 4 Stability Analyses for Exterior Bottom Liner. Sbpe Sap>,gc Equipment ^^^ Factor Condition Soil Properties Slope Height, as (n) Height, in (e) of O^ k Safety ^ e 24degrees 0 0 1A5 c s 0 for textured 0.15 0 1.3 Veneer lmpg/gcocompositelnterface stability 4, 26 311:1V 9.2(30) (bottom liner stability) Y s (0.5) 609(4A00) 1.3 (3 ft) operating layer during wrstntction NOTE: Stability of oventl embankment and final engineered barrier for Alternative 4 we identical to those results for Alternative 3 shown In Table D-3 and are not repeated In this table. Final Feasibility Stnndy fors8e Canyon Disposition Initiative (221-17 Facility) )one 2003 D-18
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AR TARGET SHEET The following docum
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(^N r^ r Proposed Plan for the Cany
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(^N (0-^, (^N 1 2 3 r• • .`•
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^ (10^' (^N DOF/RL-2001-11 Rev. AjD
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^N r^ 1 n DOF/RLr2061-1 l ' Rev. I
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t^N (M"N Final Feasibifity Stady ja
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