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n <br />0 <br />FORWARD/AUSTIN LANDFILL <br />CLASS H <br />SEISMIC INDUCED PERMANENT DISPLACEMENT EVALUATION <br />FINAL COVER <br />PROCEDURE USED- BRAY AND RATHJE (1998) <br />INPUT DATA: <br />SITE CONDITION- DEEP COHESIONLESS <br />FILL HEIGHT, H - 160 ft. <br />AVERAGE SHEAR WAVE VELOCITY FOR FILL, VS - 1000 ft/sec <br />EARTHQUAKE MAGNITUDE for the MCE, - 6.7 (associated withGreat <br />Valley Fault at 21 miles) <br />MAXIMUM HORIZONTAL ROCK ACCELERATION, AR - 013g <br />NONLINEAR RESPONSE FACTOR (NRF) -"1.4 (for deep cohesionless soil <br />Profile from Bray & Rathje, 1998) <br />Thus, Site acceleration MHA = AR x NRF = 1.4x 0.13 = 0.18 g <br />SIGNIFICANT DURATION — D5-95 <br />YIELD ACCELERATION, ky <br />CALCULATION: <br />- —15.3 See (for the Mag. 6.7 <br />earthquake) <br />- 0.15g"(from pseudo -static <br />analysis) <br />MEAN PERIOD OF SHAKING, for the MPE - T,,, = O.5,0 Sec. (Bray et al ,1998), <br />PREDOMINANT PERIOD OF FILL- Ts 4H/Vs <br />=4x160/1000 = 0.64 sec <br />RATIO Ts/ Tm = 0.64/0.50 = 1.28 <br />RATIO MHEA/MHA = 0.95 (from Bray and Rathje (1998), Figure 8b for sand sites) <br />Where- MHEA — Maximum Horizontal Equivalent Acceleration of the fill <br />MHA Maximum Horizontal Site Acceleration <br />Thus, MIIEA = 0.95 x MHA <br />= 0.95x 0.18g = 0.17 <br />Ratio ky/ kmax = 0.15/ 0.17 = 0.88 <br />or, kmax = 0.17 <br />From Figure 13 of Bray and Rathje (1998), estimated cover liner displacement is about 1 cm.. <br />