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Table 3.1(b) Summary Results of HEC -RAS System Analysis at 500 -Year Event <br />Location <br />Station <br />Invert <br />EI <br />Manning <br />"n" <br />W.S. Flow <br />Flow Eley Depth <br /># <br />ft <br />_VelocityFroude <br />cfs ft ft ftls <br />Downstream End Discharge Channel <br />100 <br />8549.3 <br />0.03 <br />792 8552.86 3.56 18.33 <br />2.16 <br />140 <br />8552.91 <br />0.04 <br />792 8557.12 4.21 14.06 <br />1.51 <br />Grade Break <br />150 <br />8553.81 <br />0.04 <br />792 8558.95 5.14 10.30 <br />0.95 <br />Upstream End of Rock Grade Control <br />165 <br />8553.84 <br />0.04 <br />792 8559.77 5.93 8.25 <br />0.69 <br />Upstream end of Narrowed Channel <br />200 <br />8553.91 <br />0.03 <br />792 8560.22 6.31 7.12 <br />0.65 <br />Upstream End of Discharge Channel <br />245 <br />8554 <br />0.045 <br />792 8561.04 7.04 2.88 <br />0.22 <br />End Sill/Wall Flow thru Openings) <br />245.5 <br />100 <br />Downstream End Straight Drop Basin <br />246.5 <br />8554 <br />0.008 <br />792 8563.43 9.43 5.60 <br />0.32 <br />Upstream End Straight Drop Basin <br />274 <br />8554 <br />0.008 <br />792 8563.95 9.95 5.31 <br />0.30 <br />End SHINVall Flow thru Openings) <br />275.5 <br />123 <br />Downstream End Type III Stilling Basin <br />275.5 <br />8554 <br />0.008 <br />792 8568.13 14.13 3.74 <br />0.18 <br />Upstream End Stilling Basin <br />324 <br />8554 <br />0.008 <br />792 8568.28 14.28 3.70 <br />0.17 <br />End Chute <br />327 <br />8555 <br />0.008 <br />792 8568.27 13.27 3.98 <br />0.19 <br />335 <br />8557.67 <br />0.008 <br />792 8558.70 1.03 51.31 <br />8.91 <br />350 <br />8562.67 <br />0.008 <br />792 8563.75 1.08 49.08 <br />8.33 <br />400 <br />8579.33 <br />0.008 <br />792 8580.54 1.21 43.83 <br />7.03 <br />450 <br />8596 <br />0.008 <br />792 8597.52 1.52 34.88 <br />4.99 <br />490 <br />8609.33 <br />0.008 <br />792 8611.96 2.63 20.07 <br />2.18 <br />Begin Chute Drop Vertical Curve <br />503 <br />8612 <br />0.008 <br />792 8616.42 4.42 11.97 <br />1.00 <br />Upstream End of Drop Structure <br />573 <br />8612.15 <br />0.008 <br />792 8618.55 6.40 4.45 <br />0.37 <br />Toe of Rip Rap Drop Section <br />625 <br />8612.25 <br />0.045 <br />792 8618.61 6.36 4.46 <br />0.38 <br />650 <br />8613.53 <br />0.045 <br />792 8618.50 4.97 6.37 <br />0.60 <br />Top of Rip Rap Drop Section <br />675 <br />8614.8 <br />0.045 <br />792 8618.55 3.75 9.38 <br />0.99 <br />Typical Reconstructed Diversion Chan <br />700 <br />8614.85 <br />0.025 <br />792 8619.24 4.39 7.58 <br />0.75 <br />800 <br />8615.04 <br />0.025 <br />792 8619.70 4.66 6.98 <br />0.67 <br />1077 <br />8615.6 <br />0.025 <br />792 8620.54 4.94 6.49 <br />0.61 <br />1177 <br />8615.8 <br />0.025 <br />792 8621.19 5.39 3.00 <br />0.26 <br />Additional Flow from Area "C" <br />1274 <br />8611.66 <br />0.025 <br />792 8621.33 9.67 0.84 <br />0.05 <br />1900 <br />8617.25 <br />0.025 <br />762 8622.31 5.06 6.27 <br />0.59 <br />2427 <br />8618.3 <br />0.025 <br />762 8623.46 5.16 6.15 <br />0.56 <br />Additional Flow from Area "B" <br />2825 <br />8619.1 <br />0.025 <br />762 8624.76 5.66 3.18 <br />0.34 <br />Downstream End Overflow Section <br />2955 <br />8619.36 <br />0.025 <br />666 8624.83 5.47 2.40 <br />0.20 <br />Upstream End Overflow Section <br />3500 <br />18619.78 <br />1 0.025 <br />1 666 8625.30 1 5.52 2.24 <br />0.21 <br />--- --- -- - --- - - -------------------- <br />San <br />------------------ San Luis Project - South Diversion Ditch Drop Structure - Final Design Report 15 <br />