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stage-discharge relationship of the principal spillway was calculated <br /> using SEDIMOT II , while the stage-discharge relationship of the <br /> emergency spillway was calculated as a broad crested wier using the <br /> Bernoulli equation. Table 5 is a summary of the spillway data. <br /> TABLE 5 <br /> Spillway Data Summary <br /> Sediment Pond 001 <br /> Principal Spillway: Type . . . . . . . . . Drop Inlet (CMP) <br /> Barrel Diameter . . . 6.000-inch <br /> Riser Diameter . . . . 12.000-inch <br /> Length of Barrel . . . 110.000-ft <br /> Vertical Head Drop 2.000-ft <br /> Entrance Loss Coef. 1.000 <br /> Bend Loss Coef. . 0.500 <br /> Wier Coef. . . . . . . 3.100 <br /> Orifice Coef. 0.600 <br /> Manning Coef. . . . . 0.025 <br /> Emergency Spillway: Type . . . . . . Trapezoidal Channel <br /> Bottom Width . . . . . 15.000-ft <br /> Depth . . . . . . . . 2.000-ft <br /> Sideslope . . . . . 3h:ly <br /> . <br /> Manning Coef. . . . . 0.035 <br /> Spillway Slope . . . . 0.000 % <br /> Spillway Length. . . . 27.000-ft <br /> Exit Channel Slope . . 16.000 % <br /> Exit Channel Length. . 60.000 <br /> The entrance to the emergency spillway is located more than one foot <br /> above the principal spillway. There will be no flow through the <br /> emergency spillway as a result of the runoff from a 10-year, 24-hour <br /> precipitation event or less. <br /> REMEDIAL COMPLIANCE PLAN <br /> The present storage capacity and spillway configuration of Sediment Pond <br /> 001 are inadequate. As a result of this, Peabody proposes the following <br /> remedial actions be taken pending CMLRD approval : <br /> 1. Excavate the ponding area to provide the storage capacity <br /> shown in Table 4. <br /> 2. Construction of principal and emergency spillways as shown on <br /> Exhibit 13-11. <br /> 9 <br />