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_' <br />SMITH WILLIAMS CONSULTANTS, INC. <br />• <br />Parameter Value <br />Typical solution application rate A roximatel 0.003 m/ftz, but ma va <br />Phase 5 VLF Avera a area under leach 4.8 million square feet <br />As-delivered ore moisture content 5.6 ercent avera e.1998 and 1999 <br />Field capacity ore moisture content 7.5 ercent avera e <br />Leaching ore moisture content 9.5 to 10 ercent <br />Phase 5 VLF PSSA ical o eratin head 20 feet <br />Draindown period Varies as a function of ore hei ht <br />Precipitation fluctuations 95= ercent confidence limit <br />Design storm event 100- ear/24-hour <br />Phase 5 VLF Area (plan area) 6 million ftz <br />1.3.5 Phase 5 VLF Liner Systems <br />Parameter ~ _ Value <br />I Ore Storage Area Com osite Liner S sr~tem <br />Soil liner fill SLF 12 inches minimum compacted, with a maximum hydraulic conductivity of 10-8 crri/s <br />Geomembrane 80-mil LLDPE textured, single-sided, except where the side slopes .are 2H:1 V, where 80-mil <br />LLDPE textured, double-sided is used. <br />Drain cover fill DCF 2 feet minimum <br />PSSA Composite Liner S stem <br />Soil liner fill SLF 12 inches minimum com acted, with a maximum h draulic conductivi of 10-e cm/s <br />Lower geomembrane 100-mil LLDPE textured, single-sided, except on PSSA embankment where 100-mil LLDPE <br />textured. double-sided is used <br />Low volume solution collection fill 3 feet minimum in PSSA <br />L( VSCF <br />• Upper geomembrane 100-mil LLDPE smooth, except on PSSA embankment where 100-mil LLDPE. textured, <br />double-sided is used. <br />Drain cover fill (DCF) 2 feet minimum, thicker over primary solution collection pipes <br />1.3.6 Stability-Analysis <br /> <br />Parameter Value <br />Cresson ore shear strength 40 de rees and no cohesion <br /> Phase 5 tests indicate 23.5 degrees (large strain), but 18 degrees was <br />Textured LLDPE geomembrane/SLF interface adopted based on previous testing <br />shear strength Interface shear in Phases I through IV based on values presented in <br /> Amendment No. 8 <br />Operational design earthquake Peak Ground 0.14 g <br />Acceleration (PGA) <br />Closure design earthquake PGA 0.08 <br />Minimum acceptable operational static factor of - 1.3 <br />safety <br />Minimum acceptable operational pseudo-static 1.0 <br />factor of safe <br />Minimum reclaimed slopes static factor of safe 1.5 <br />Minimum. reclaimed slopes pseudo-static factor of 1.1 - <br />safety <br />S:\PROJECTS\1125 CC&V PHASE 5 VLF\H2 - DESIGMAREQUA VLF\VLF PHASE 5 FINAL REPORT V2.DOC <br />11 <br />