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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. The 60-mil HDPE geomembrane will be installed in accordance with the Specifications (Appendix C). Extensive CQA observation and testing 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-03 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. Calculations were based on a granular drainage layer hydraulic conductivity of 0.1 cm/sec and a maximum allowable leachate head over the liner of 1 foot. 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. This maximum leachate generation condition was assumed to occur during placement of the first 10-foot thick lift of refuse in WMU FU-03. Based on these assumptions, and the designed LCRS components, the maximum leachate impingement rate estimated by the HELP model is 0.13 inches per day. The rainfall rate for the 1,000-year, 24-hour storm is 4.79 inches/day. The HELP analysis shows that an LCRS with a permeability of 0.1 cm/sec will maintain less than one foot of head over the liner. Side Slope LCRS The LCRS on the slopes will consist of a GDN placed directly upon the HDPE geomembrane. The GDN is comprised of a sheet of geonet drainage material with a nonwoven geotextile filter fabric bonded to one side. To maintain its position on the slope, the GDN is anchored at the slope crest. The geonet component of individual panels will be joined with plastic ties, and the geotextile component will be sewn. Because the placement of the protective operations layer will not occur immediately after placement of the GDN, a protective plastic covering may be placed over the GDN to protect the geotextile component from ultraviolet (UV) deterioration. The protective plastic covering will be progressively removed and replaced with the protective operations layer in conjunction with refuse placement. The GDN is specified to have a minimum transmissivity greater than a material having a hydraulic conductivity of 0.1 cm/sec under the imposed loading conditions. The GDN will tie directly to the base granular drainage layer. FORWARD LANDFILL WMU F-03 AND F-WEST DESIGN REPORT 5-3