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Table 3.1(c) Summary Results of HEC -RAS System Analysis at 100 -Year Event <br />Location <br />Station <br />Invert <br />El <br />Manning <br />"n" <br />. Flow <br />]WE�eSv <br />Flow Depth Veloci <br />Froude <br /># <br />ft <br />cfs ft ft/s <br />Downstream End Discharge Channel <br />100 <br />8549.3 <br />0.03 <br />405 8551.80 2.50 16.23 <br />2.22 <br />140 <br />8552.91 <br />0.04 <br />405 8555.88 2.97 12.44 <br />1.58 <br />Grade Break <br />150 <br />8553.81 <br />0.04 <br />405 8557.54 3.73 8.71 <br />1.00 <br />Upstream End of Rock Grade Control <br />165 <br />8553.84 <br />0.04 <br />405 8558.27 4.43 6.62 <br />0.68 <br />Upstream end of Narrowed Channel <br />200 <br />8553.91 <br />0.03 <br />405 8558.61 4.70 5.99 <br />0.63 <br />Upstream End of Discharge Channel <br />245 <br />8554 <br />0.045 <br />405 8559.22 5.22 2.19 <br />0.19 <br />End Sill/Wall Flow thru Openings) <br />245.5 <br />80 <br />Downstream End Straight Drop Basin <br />246.5 <br />8554 <br />0.008 <br />405 8560.81 6.81 3.97 <br />0.27 <br />Upstream End Straight Drop Basin <br />274 <br />8554 <br />0.008 <br />405 8561.22 7.22 3.75 <br />0.25 <br />End Sill/Wall Flow thru Openings) <br />275.5 <br />123 <br />Downstream End Type III Stilling Basin <br />275.5 <br />8554 <br />0.008 <br />405 8565.56 11.56 2.34 <br />0.12 <br />Upstream End Stilling Basin <br />324 <br />8554 <br />0.008 <br />405 8565.63 11.63 2.32 <br />0.12 <br />End Chute <br />327 <br />8555 <br />0.008 <br />405 8565.63 10.63 2.54 <br />0.14 <br />335 <br />8557.67 <br />0.008 <br />405 8558.18 0.51 53.04 <br />13.09 <br />350 <br />8562.67 <br />0.008 <br />405 8563.23 0.56 48.57 <br />11.47 <br />400 <br />8579.33 <br />0.008 <br />405 8579.91 0.58 46.68 <br />10.81 <br />450 <br />8596 <br />0.008 <br />405 8596.80 0.80 33.93 <br />6.70 <br />490 <br />8609.33 <br />0.008 <br />405 8610.83 1.50 17.98 <br />2.58 <br />Begin Chute Drop Vertical Curve <br />503 <br />8612 <br />0.008 <br />405 8614.82 2.82 9.57 <br />1.00 <br />Upstream End of Drop Structure <br />573 <br />8612.15 <br />0.008 <br />405 8616.09 3.94 4.49 <br />0.46 <br />Toe of Rip Rap Drop Section <br />625 <br />8612.25 <br />0.045 <br />405 8616.19 3.94 4.47 <br />0.46 <br />650 <br />8613.53 <br />0.045 <br />405 8615.50 1.97 10.87 <br />1.50 <br />Top of Rip Rap Drop Section <br />675 <br />8614.8 <br />0.045 <br />405 8617.34 2.54 7.95 <br />0.98 <br />Typical Reconstructed Diversion Chan <br />700 <br />8614.85 <br />0.025 <br />405 8617.93 3.08 6.21 <br />0.71 <br />800 <br />8615.04 <br />0.025 <br />405 8618.34 3.29 5.69 <br />0.63 <br />1077 <br />8615.6 <br />0.025 <br />405 8619.11 3.51 5.26 <br />0.57 <br />1177 <br />8615.8 <br />0.025 <br />405 8619.56 3.76 2.58 <br />0.28 <br />Additional Flow from Area "C" <br />1274 <br />8611.66 <br />0.025 <br />405 8619.67 8.01 0.56 <br />0.04 <br />1900 <br />8617.25 <br />0.025 <br />340 8620.58 3.33 4.91 <br />0.54 <br />2427 <br />8618.3 <br />0.025 <br />340 8621.66 3.36 4.84 <br />0.53 <br />Additional Flow from Area "B" <br />2825 <br />8619.1 <br />0.025 <br />340 8622.51 3.41 4.51 <br />0.49 <br />Downstream End Overflow Section <br />2955 <br />8619.36 <br />0.025 <br />314 8622.82 3.46 2.00 <br />0.21 <br />Upstream End Overflow Section <br />3500 <br />8619.78 <br />0.025 <br />314 8623.52 3.74 2.08 <br />0.26 <br />San Luis Project - South Diversion Ditch Drop Structure - Final Design Report 16 <br />