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Table 3.1(a) Summary Results of HEC -RAS System Analysis at PMF <br />Location <br />Station <br />Invert <br />El <br />Manning <br />"n" <br />W.S. Flow <br />Flow Elev Depth Velocit <br />Froude <br /># <br />ft <br />cfs ft ft ft1s <br />Downstream End Discharge Channel <br />100 <br />8549.3 <br />0.03 <br />1522 8554.23 4.93 20.75 <br />2.12 <br />140 <br />8552.91 <br />0.04 <br />1522 8558.83 5.92 15.90 <br />1.34 <br />Grade Break <br />150 <br />8553.81 <br />0.04 <br />1522 8560.90 7.09 11.94 <br />0.89 <br />Upstream End of Rock Grade Control <br />165 <br />8553.84 <br />0.04 <br />1522 8561.73 7.89 10.03 <br />0.70 <br />Upstream end of Narrowed Channel <br />200 <br />8553.91 <br />0.03 <br />1522 8562.34 8.42 8.27 <br />0.67 <br />Upstream End of Discharge Channel <br />245 <br />8554 <br />0.045 <br />1522 8563.37 9.37 3.72 <br />0.26 <br />End SillMall Flow thru Opening) <br />245.5 <br />128 <br />Downstream End Straight Drop Basin <br />246.5 <br />8554 <br />0.008 <br />1522 8567.14 13.14 7.73 <br />0.38 <br />Upstream End Straight Drop Basin <br />274 <br />8554 <br />0.008 <br />1522 8567.82 13.82 7.35 <br />0.35 <br />End SillMall Flow thru 0 enin s <br />275.5 <br />134 <br />Downstream End Type III Stilling Basin <br />275.5 <br />8554 <br />0.008 <br />1522 8572.58 18.58 5.47 <br />0.22 <br />Upstream End Stilling Basin <br />324 <br />8554 <br />0.008 <br />1522 8572.82 18.82 5.40 <br />0.22 <br />End Chute <br />327 <br />8555 <br />0.008 <br />1522 8556.67 1.67 60.84 <br />8.30 <br />335 <br />8557.67 <br />0.008 <br />1522 8559.40 1.73 58.81 <br />7.89 <br />350 <br />8562.67 <br />0.008 <br />1522 8564.46 1.79 56.79 <br />7.48 <br />400 <br />8579.33 <br />0.008 <br />1522 8581.43 2.10 48.30 <br />5.87 <br />450 <br />8596 <br />0.008 <br />1522 8598.74 2.74 37.07 <br />3.95 <br />490 <br />8609.33 <br />0.008 <br />1522 8613.81 4.48 22.65 <br />1.89 <br />Begin Chute Drop Vertical Curve <br />503 <br />8612 <br />0.008 <br />1522 8618.84 6.84 14.86 <br />1.00 <br />Upstream End of Drop Structure <br />573 <br />8612.15 <br />0.008 <br />1522 8622.33 10.18 4.23 <br />0.29 <br />Toe of Rip Rap Drop Section <br />625 <br />8612.25 <br />0.045 <br />1522 8622.36 10.11 4.25 <br />0.30 <br />650 <br />8613.53 <br />0.045 <br />1522 8622.31 8.78 5.26 <br />0.39 <br />Top of Rip Rap Drop Section <br />675 <br />8614.8 <br />0.045 <br />1522 8622.20 7.40 6.84 <br />0.55 <br />Typical Reconstructed Diversion Chan <br />700 <br />8614.85 <br />0.025 <br />1522 8622.27 7.42 6.83 <br />0.54 <br />800 <br />8615.04 <br />0.025 <br />1522 8622.43 7.39 6.87 <br />0.55 <br />1077 <br />8615.6 <br />0.025 <br />1522 8622.90 7.30 7.12 <br />0.56 <br />1177 <br />8615.8 <br />0.025 <br />1522 8623.64 7.84 3.41 <br />0.24 <br />Additional Flow from Area "C" <br />1274 <br />8611.66 <br />0.025 <br />1522 8623.81 12.15 1.18 <br />0.07 <br />1900 <br />8617.25 <br />0.025 <br />1235 8624.25 7.00 6.27 <br />0.52 <br />2427 <br />8618.3 <br />0.025 <br />1235 8625.11 6.81 6.73 <br />0.55 <br />Additional Flow from Area "B" <br />2825 <br />8619.1 <br />0.025 <br />1235 8626.52 7.42 2.69 <br />0.24 <br />Downstream End Overflow Section <br />2955 <br />8619.36 <br />0.025 <br />517 8626.59 7.23 1.32 <br />0.10 <br />Upstream End Overflow Section <br />3500 <br />8619.78 <br />0.025 <br />1 1995 8626.69 6.91 4.54 <br />0.36 <br />San Luis Project - South Diversion Ditch Drop Structure - Final Design Report 14 <br />