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spillway inlet was calculated using SEDIMOT II , while the stage- <br /> discharge relationship of the principal spillway inlet was calculated <br /> using the Torricelli theorem of the Bernoulli equation. Table 5 is a <br /> summary of the spillway data. <br /> TABLE 5 <br /> Spillway Data Summary <br /> Sediment Pond 006 <br /> Principal Spillway: Type . . . . . . . Riser Inlet (CMP) <br /> Orifice Diameter . . . 3.000-inch <br /> Emergency Spillway: Type Drop Inlet (CMP) <br /> Barrel Diameter 15.000-inch <br /> Riser Diameter . . . . 15.000-inch <br /> Length of Barrel . . . 130.000-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 /> 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 inlet as a result of the runoff from a 10-year, <br /> 24-hour precipitation event or less. <br /> REMEDIAL COMPLIANCE PLAN <br /> The present storage capacity and spillway configuration of Sediment Pond <br /> No. 006 are inadequate. As a result of this, Peabody proposes the <br /> following 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 the principal and emergency spillways as shown <br /> on Exhibit 13-12. <br /> 3. Modify the embankment to provide for 3h:ly slopes on both the <br /> upstream and downstream. <br /> 9 <br />