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LCRS Pipe Capacity <br /> Since the largest tributary area within the planned new liner system is <br /> approximately 23 acres, the peak daily flow through leachate collector pipes to <br /> the leachate sumps will be approximately 0.14 cfs. Recognizing that 27CCR <br /> regulations require that the LCRS pipes be designed to accommodate double the <br /> peak daily leachate generation rate, the LCRS pipe at the facility should be <br /> designed to accommodate approximately 0.28 cfs. The maximum capacity of a <br /> 6-inch diameter mainline LCRS pipe at a two percent slope is 1.03 cfs, therefore <br /> the factor of safety is 36.78, for the-proposed 6-inch diameter LCRS maiti#ines <br /> (see Appendix D for supporting calculations). <br /> 5.3.6 SURFACE WATER CONTROL <br /> The drainage system calculations are includedin Appendix G and a hydrniogy <br /> map is shown on Drawing 10. Storm water runoff volumes were calculated and <br /> final storm water drainage control facilities were sized using the Rational Method <br /> and the design criteria in 27 CCR, Section 203.2.0.-.The.Rational Method.used,to <br /> calculate the runoff peaks and to size the control facilities is as follows: <br /> q = CiA <br /> Where q = Peak runoff rate, cfs <br /> C = Runoff coefficient <br /> i = Rainfall intensity for the design return period (1,000-year return) and <br /> for a duration equal to the-time of-concentration of the watershed, <br /> in/hr <br /> A= Watershed area, acres <br /> The runoff coefficient and rainfall data used were based on criteria in the County <br /> of San Joaquin Hydrology Manual. The runoff coefficient incorporates the effects <br /> of several factors in its computation; soil infiltration, vegetative cover, relief of <br /> slopes and surface storage. The rainfall intensity is based on a duration equal to <br /> the time of concentration. The time of concentration is defined as the time <br /> required for water to flow from the hydraulically most distant point in the <br /> watershed to the point of design. <br /> The drainage plan for the final grading plan is shown in Drawing 9. The drainage <br /> network for the completed landfill is designed to intercept and convey flows from <br /> Forward landfill JTD 5-24 <br /> t_:\Allied\2000.193\Reports\finalj td:Sec-5.0:08/22/01 <br /> BRYAN A.STIRRAT S.ASSOCIATES <br />