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to hold the liner secure during construction and filling. Along future connection edges, the geomembrane edges will be protected by geotextile,plywood sheets,and buried under earth berms. 5.1.2 Geosynthetic Clay Liner The GCL will be placed by deploying GCL panels and overlapping panel seams. The GCL panels will be anchored in the same trench as the HDPE geomembrane and GDN around the WMU limits. Manufacturer-recommended procedures for proper installation of the GCL are included in the Specifications. Inspection and testing of the GCL material and installation are described in the CQA Manual included in Appendix D. The GCL will be covered with a 60-mil thick, single-sided, textured HDPE geomembrane (textured side against GCL) placed concurrently with GCL deployment. By covering all deployed GCL with HDPE geomembrane, the GCL will be effectively protected from possible moisture damage. However, if the GCL becomes saturated during construction, it will be removed and replaced in accordance with the Specifications (Appendix Q. The termination edge of the GCL and geomembrane will be placed in perimeter anchor trenches. 5.1.3 HDPE Geomembrane The 60-mil HDPE geomembrane will be installed in accordance with the Specifications (Appendix Q. Extensive CQA will be performed on the geomembrane to identify and repair defects. Tests will be performed on both the geomembrane and on the field-constructed seams. A leak location test will be performed on the geomembrane following installation of the geomembrane alone and following placement of the protective operations layer. CQA inspection and testing procedures are defined in the Specifications(Appendix C)and in the CQA Manual(Appendix D). 5.2 Leachate Collection and Removal System (LCRS) Design calculations were performed to establish that the WMU FU-08 LCRS would meet the Title 27 requirements that the LCRS be designed, constructed,maintained,and operated to collect and remove twice the maximum anticipated daily volume of leachate from the disposal unit. To comply with site WDRs and Title 27 requirements, the 1,000-year, 24-hour storm was used in estimating leachate volumes for the Class II portion of the cell. The 1,000-yr, 24-hr storm event was also conservatively used for the Class III portion of the cell (regulations allow 100-yr, 24-hr storm event for Class III cells). Calculations were based on a granular drainage layer hydraulic conductivity of 0.1 cm/sec. The leachate generation analysis was performed using the Hydrologic Evaluation of Landfill Performance(HELP)computer model(Schroeder et al, 1988)(see Design Calculations,Appendix B). The cross section analyzed by the HELP model corresponds to a condition of maximum anticipated leachate generation. The maximum leachate generation condition was assumed to occur during placement of the first 10-foot thick lift of refuse in WMU FU-08. The rainfall rate for the 1,000-year, 24-hour storm is 4.79 inches/day. The maximum leachate impingement rate estimated by the HELP model for the southern portion of the cell based on a maximum drainage length of 150-ft and a LCRS gravel permeability of 0.1 cm/sec is 0.32 inches per day. The HELP analysis shows that the designed LCRS will maintain less than one foot of head over the liner. For the northern, Class III, portion of the cell, the 1,000-yr 24-hr storm of 4.79 in/day was conservatively used rather than the 100-year, 24-hour storm precipitation of 3.25 inches/day. Based WMU FU-08 REPORT 5.4