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DOF1Rlr2001-11 Rev. ALP-rqfj },.i ReJlinc/Strit.cout 1 APPENDIX D 2 3 SLOPE STABILITY ANALYSIS FOR 4 ENVIRONMENTAL CAP 5 6 7 D.1 INTRODUCTION 8 9 This appendix describes the slope stability analyses and results used to develop recommended 10 cross sections for an environmental cap in support of two alternative layouu for disposing of 11 contaminated material in and around the 221-U Facility. The environmental cap consists of three 12 components: engineered fill (uncontaminated compacted soil), an engineered barrier (a modified 13 Resource Conservation and Recovery Act oj1976 [RCRA) Subtitle C surface barrier), and 14 erosion protection (coarse riprap, gravel, and sand). The arrangement of these components 15 within the environmental cap is presented in Figure D-1. 16 17 The alternative development is in support of pre
Appendix D- Slope Stability Analysis for DOFJR1-2001-1 i Environmental Cap Rev.A l Dreft lt I Redlinc/Strikeout I final design may also consider additional configurations (e.g., during construction). 2 The recommendations are pre-cronceptual in nature and should be reevaluated if the design is 3 finalized and specific slope geometry, material availability, material properties, and construction 4 requirements are known. The engineered barrier and exterior bottom liner sections (for 5 Alternative 4 only) analyzed and described in this appendix were developed by others; their 6 suitability for limiting infiltration and supporting vegetation were not assessed as part of this 7 final feasibility study. Such evaluations should be performed during a final design effort. 8 9 10 D.2 DESIGN CRITERIA 11 12 Design criteria and assumptions that were used in the slope stability analyses are discussed in the 13 following subsections. 14 15 D.2.1 Design Life 16 17 The performance period for the 221-U Facility under Alternatives 3 and 4 is 1,000 years. The 18 RCRA Subtitle C barrier design life, however, is 500 years (DOE-Ri. 1996). It is assumed that 19 the engineered barrier would be replaced in kind after 500 years so that the 1,000-year 20 pcrformance period would be achieved. It is understood that construction and initial ^21 maintenance would proceed for several years following closure of the facility, but after a period 22 of roughly 50 years, the facility is to be self-maintaining. 23 24 D.2.2 Engineered Fill, Waste, and Subgrade Properties 25 26 The assumed properties for the engineered fill, exterior waste ftll (Alternative 4 only), and 27 subgrade are listed in Table D-1. These subgrade design strengths were taken from the 28 . calculations prepared by Baxter (2000) for structural evaluation of the building and are judged to 29 be reasonable based on the logs of existing subgradc conditions and the primarily granular nature 30 of waste and fill materials in the area. 31 32 D.2.3 Engineered Barrier Function and Components 33 34 The engineered barrier is patterned after the Modified RCRA Subtitle C design (DOE-RL 1996), 35 which has a minimum surface slope of 2% for drainage, uses evapotranspiration in an upper zone 36 combined with a capillary break as a primary hydraulic barrier to infiltration, and has an 37 additional layer of low-permeability material to act as a secondary hydraulic barrier. The general 38 engineered barrier cross section is shown in Fgure D-4. The height of seepage above any of the 39 layers is assumed to be zero. This cross section is similar to that used for capping similar waete 40 inatetialswaste on the <strong>Hanford</strong> <strong>Site</strong>, except that a 0.9-m (3-ft)-thick clay admixture was used 41 instead of an asphaltic layer for the secondary barrier. Because of the potential, although judged 42 to be very low, for differential settlement of the environmental cap around the 221-U Facility, it io^'43 is believed that secondary settlement of the clay-admixture secondary would accommodate 44 settlement, if any, more satisfactorily than a comparatively thin asphalt layer. This is a Final FtasibifiryStady jor dit Canyon Disposition Giltiativt (221-U Facility) lune 300:1 D-2
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