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TABLE 1 - ESTIMATED SEISMICALLY-INDUCED DISPLACEMENTS <br /> FORWARD LANDFILL <br /> STOCKTON, CA <br /> (Using ASCE/SCEC, 2002 as adopted from Bray and Rathje, 1998 and Bray et.al., 1998 Procedure) <br /> Average <br /> Cross Failure Wedge Static k Izl Shear Wave T 141 T ISJ MHEA ]J5-95e MHEA Calculated <br /> Critical Slope y 5 m ' T/T /MHA* NRF(') na4e' ✓k 191 <br /> Section Height(l)ht11t ft F.S. Velocity 131 m Int max Displacement , <br /> g O (g) ty (sec) (sec) NRF Ie> sec °r tea= inches <br /> (fps) <br /> Assumptions: Design horizontal site acceleration in rock=0.15g for M=6.7 on the Great Valley Fault at a distance of 31.9 km from the site. <br /> MHA rock= 0.15 g <br /> A-A' I Failure of MSW 40 NA 0.39 600 0.27 0.53 0.503 1 14 1.300 0.20 2.00 0.0 <br /> B-B' Failure of MSW 85 NA 0.25 656 0.52 0.53 0.978 0.52 14 1.300 0.10 2.47 0.0 <br /> C-C' Failure of MSW 125 NA 0.23 700 0.71 0.53 1.348 0.43 14 1.300 0.08 2.74 0.0 <br /> D-D' Failure of MSW 130 NA 0.25 705 0.74 0.53 1.392 0.43 14 1.300 1 0.08 2.98 0.0 <br /> E-E' Failure of MSW 50 NA 0.30 615 0.33 0.53 0.614 0.83 14 1.300 0.16 1.85 0.0 <br /> along internal GCL <br /> Failure of MSW <br /> E-E' along Textured 50 NA 0.29 615 0.33 0.53 0.614 0.83 14 1.300 0.16 1.79 0.0 <br /> HDPE/NW geotextile <br /> GCL facing interface <br /> NOTES: <br /> (1)From slope stability analysis. <br /> (2)ky=yield acceleration obtained from pseudo-static slope stability analysis. <br /> (3)Estimated from Bray et.al., 1998,Figure 3. <br /> (4)TS=4H/Vs <br /> where:H=Height of the failure surface in pseudo-static analysis <br /> V,=Average shear wave velocity of the failure wedge <br /> (5)Tin=Mean Period of the NICE as determined from data in Bray,et.al.,(1998),Figure 2b. <br /> (6)MHEA is the Maximum Horizontal Equivalent Acceleration of the potential failure mass in the slope.This is the same as k max. <br /> MHA is the Maximum Horizontal Acceleration for the MCE at the site.For this evaluation a value of 0.15 g is calculated. <br /> Ratio MHEA/MHA*NRF obtained from Bray&Rathje, 1998,Figure 7b(rock site)or ASCE/SCEC,Fig. 11.2.This publication recommends this ratio need not be taken to be>1. <br /> (7)D5-95 from Bray et.al.,(1998),Figure 2c. <br /> (8)NRF,Non-linear response factor from Bray and Rathje(1998).Figure 6b. <br /> (9)From Bray and Rathje(1998),Figure 11,and ASCE/SCEC,2002. <br /> References:Bray,J.D.,E.M.Rathje,A.1.Augello and S.M.Merry,1998,"Simplified Seismic Design Procedure for Geosynthetic-Lined,Solid-Waste Landfills," <br /> Geosynthetics International,Vol.5,Nos.1-2. <br /> Bray,J.D.,and E.M.Rathje,1998,"Earthquake Induced Displacements of Solid Waste Landfills,"ASCE Journal of Geotechnical and Geoenviromnental Engineering, <br /> Vol.124,No.3,March. <br /> ASCE/SCEC,2002,Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Landslide Hazards in CA. <br />