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HomeMy WebLinkAboutVillage of Heritage East Village HydraulicsEAST VOLLAGE lJ LI [J D IJ 11 !r -z1 v U C S REC`1VED MAY 3 0 1989 VILLAGE �F HEI;ITNCE Y 777'�` o D 3170 REDHILL AVENUE • COSTA MESA. CA 82828-3428 • (714) 841-8777 D CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING INDEX LINE "D" 1.0 DATA FILE & HYDRAULICS PROGRAM PRINTOUT 2.0 CATCH BASIN SIZE CALCULATIONS 3.0 CATCH BASIN LATERAL CALCULATIONS LINE "M" 1.0 LINE "L" DATA FILE & HYDRAULICS PROGRAM PRINTOUT 2.0 RUN-OFF CALCULATION SHEET 3.0 LATERAL "M" DATA FILE & HYDRAULICS PROGRAM PRINTOUT 4.0 LATERAL "M1" DATA FILE & HYDRAULICS PROGRAM PRINTOUT 5.0 CATCH BASIN SIZE CALCULATIONS 6.0 CATCH BASIN LATERALS CALCULATIONS LINE "B" 1.0 RUN-OFF CALCULATIONS 2.0 LINE "B" DATA FILE & PROGRAM PRINTOUTS 3.0 CATCH BASIN SIZE CALCULATIONS 4.0 CATCH BASIN LATERAL CALCULATIONS LINE "H" 1.0 RUN-OFF CALCULATIONS 2.0 LATERAL "H" DATA FILE & PROGRAM PRINTOUT 3.0 CATCH BASIN SIZE CALCULATIONS 4.0 CATCH BASIN LATERAL CALCULATIONS UNE66 D 99 m .! EAST VILLAGE LINE D, BEGIN STA 1909.1 T2 CONST. BEGIN STA 1965.00, Q 25 YR -3 VENKI.N, JN 3810-020, 9/27/88 1909.101224.23 1 1229.05 1926.771224.30 1 .013 11.25 .00 0 R 2234.731225.53 1 .013 4.32 .00 0 2252.871225.60 1 .013 .25 .00 0 2257.541225.87 11 .013 .00 .00 1 R 2338.781226.17 11 .013 1.21 .00 1 c 2538.231226.90 11 .013 3.83 .00 0 2578.591227.05 11 .013 44.21 .00 0 2580.091227.06 11 2 .013 12.2 1228.27 90.00 R 2588.951227.08 11 .013 16.97 .00 0 2593.621227.87 5 4 .013 11.3 1228.81 60.00 2603.651227.98 5 .013 20.21 .00 0 R 2641.481228.36 5 .013 4.39 .00 0 R 2870.361230.65 5 .013 5.48 .00 0 3128.681233.23 5 .013 9.91 .00 1 3182.341233.77 5 .013 2.07 .00 0 JX 3187.011234.31 6 6 .013 24.6 1234.81 45.00 3255.211235.00 6 .013 1.35 .00 0 3259.881235.80 10 9 .013 13.1 1236.05 45.00 3412.061237.33 10 .013 4.38 .00 0 R 3463.391237.83 10 .013 7.24 .00 0 3522.651238.42 10 .013 .00 .00 0 3573.461238.93 10 .013 17.27 .00 0 R 3599.721243.00 10 .013 66.88 .00 0 SH 3599.721243.00 10 1239.19 1 4 0 .00 4.00 .00 .00 .00 .00 2 4 0 .00 1.50 .00 .00 .00 .00 CD 4 4 0 .00 1.50 .00 .00 .00 .00 �^ 5 4 0 .00 3.00 .00 .00 .00 .00 5 4 0 .00 2.00 .00 .00 .00 .00 _. 7 4 0 .00 1.50 .00 .00 .00 .00 CD 8 4 0 .00 2.00 .00 .00 .00 .00 - 9 4 0 .00 1.50 .00 .00 .00 .00 10 4 0 .00 1.75 .00 .00 .00 .00 LU 11 4 0 .0 3.75 .0 .0 .0 .0 Q 21.5 .0 m * WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **W***#*W**#*#*##**#**#*************#t***W******#************Wt**#*****t*t******##****WWt**#***w*##*********W********W***WWW**wwwW* 1909.10 1224.23 4.820 1229.050 82.7 6.58 .673 1229.722 .00 2.756 4.00 .00 .00 0 .0 17.67 .00396 .003315 .06 3.006 .00 1926.77 1224.30 4.856 1229.156 82.7 6.58 .673 1229.829 .00 2.756 4.00 .00 .00 0 .0 307.96 .00399 .003315 1.02 2.997 .00 2234.73 1225.53 4.676 1230.206 82.7 6.58 .673 1230.879 .00 2.756 4.00 .00 .00 0 .0 18.14 .00386 .003315 .06 3.043 .00 2252.87 1225.60 4.674 1230.274 82.7 6.58 .673 1230.947 .00 2.756 4.00 .00 .00 0 .0 RAMS STR .05782 .003996 .02 .00 2257.54 1225.87 4.264 1230.134 82.7 7.49 .871 1231.005 .00 2.801 3.75 .00 .00 0 .0 81.24 .00369 .004677 .38 3.750 .00 2338.78 1226.17 4.407 1230.577 82.7 7.49 .871 1231.448 .00 2.801 3.75 .00 .00 0 .0 199.45 .00366 .004677 .93 3.750 .00 2538.23 1226.90 4.646 1231.546 82.7 7.49 .871 1232.417 .00 2.801 3.75 .00 .00 0 .0 40.36 .00372 .004677 .19 3.750 .00 2578.59 1227.05 4.807 1231.857 82.7 7.49 .871 1232.728 .00 2.801 3.75 .00 .00 0 .0 UNCT STR .00667 .004038 .01 .00 2580.09 1227.06 5.279 1232.339 70.5 6.38 .633 1232.972 .00 2.586 3.75 .00 .00 0 .0 8.86 .00225 .003399 .03 3.750 .00 2588.95 1227.08 5.344 1232.424 70.5 6.38 .633 1233.057 .00 2.586 3.75 .00 .00 0 .0 UNCT STR .16917 .005638 .03 .00 2593.62 1227.87 4.299 1232.169 59.2 8.37 1.089 1233.258 .00 2.487 3.00 .00 .00 0 .0 10.03 .01097 .007878 .08 2.120 .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 STATION INVERT DEPTH N.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR w*****ww##***#**********#*W**#****#W****#*********W***************#**##**w****#*##*******#*#*#*******#*W***#**W#**wWWwt#W*w***W**W 2603.65 1227.98 4.371 1232.351 59.2 8.37 1.089 1233.440 .00 2.487 3.00 .00 .00 0 .0 37.83 .01004 .007878 .30 2.194 .00 2641.48 1228.36 4.337 1232.697 59.2 8.37 1.089 1233.786 .00 2.487 3.00 .00 .00 0 .0 228.88 .01001 .007878 1.80 2.200 .00 2870.36 1230.65 3.904 1234.554 59.2 8.37 1.089 1235.643 .00 2.487 3.00 .00 .00 0 .0 258.32 .00999 .007878 2.04 2.200 .00 3128.68 1233.23 3.486 1236.716 59.2 8.37 1.089 1237.805 .00 2.487 3.00 .00 .00 0 .0 53.66 .01006 .007878 .42 2.192 .00 3182.34 1233.77 3.401 1237.171 59.2 8.37 1.089 1238.260 .00 2.487 3.00 .00 .00 0 .0 JNCT STR .11564 .015635 .07 .00 3187.01 1234.31 2.804 1237.114 34.6 11.01 1.883 1238.997 .00 1.917 2.00 .00 .00 0 .0 68.20 .01012 .023392 1.60 2.000 .00 3255.21 1235.00 3.755 1238.755 34.6 11.01 1.883 1240.638 .00 1.917 2.00 .00 .00 0 .0 JNCT STR .17132 .020902 .10 .00 3259.88 1235.80 4.399 1240.199 21.5 8.94 1.241 1241.440 .00 1.630 1.75 .00 .00 0 .0 152.18 .01005 .018412 2.80 1.750 .00 3412.06 1237.33 5.726 1243.056 21.5 8.94 1.241 1244.297 .00 1.630 1.75 .00 .00 0 .0 51.33 .00974 .018412 .95 1.750 .00 63.39 1237.83 6.241 1244.071 21.5 8.94 1.241 1245.312 .00 1.630 1.75 .00 .00 0 .0 59.26 .00996 .018412 1.09 1.750 .00 3522.65 1238.42 6.742 1245.162 21.5 8.94 1.241 1246.403 .00 1.630 1.75 .00 .00 0 .0 50.81 .01004 .018412 .94 1.750 .00 F0515P PAGE 3 WATER SURFACE PROFILE LISTING 6 6719.11 6752.07 6785.03 6817.99 6850.95 6883.91 6916.87 6949.83 I CH W E R 6982.79 1 CH W E R 7015.75 I CHW E R 7048.71 I WCH E R 7081.67 7114.63 I WCH E R 7147.59 7180.55 1 WCH E R 7213.51 1 WCH E R 7246.47 I WCH E R 7279.43 I WCH E R 7312.39 I XH E JX 7345.35 I CH W E R 7378.31 1 CHW E R 7411.27 1 X W E R 7444.23 I CHW E JX 7477.19 I CH W E R 7510.14 7543.10 1 CX E R 7576.06 1 CX E R 7609.02 1 WCH E R 7641.98 I WCH E R 7674.94 7707.90 1 WCH E R 7740.86 1 WCH E R 7773.82 I WCH E R 7806.78 I WCH E R 7839.74 I WCH E R 7872.70 1 WCHE R 7905.66 1 XHE R 7938.62 7971.58 8004.54 I XH E R 8037.50 1 X HE R 8070.46 1 XH E R 8103.42 1 XH E R 8136.38 1 XH E R 8169.34 8202.30 8235.26 1 XH E R 8268.22 8301.18 I WCHE R 1247.57 1251.32 1255.08 1258.83 1262.58 1266.33 1270.09 1273.84 1277.59 1281.35 1285.10 N0TI_S GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL = ENERGY GRADE LINE = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 CTATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR �#*****.**•,rm*.*******+nr**,r*,t,r*,r***r*+t****,r***e*,r,e**w*,r*,rr,r:s,r*,r+,r,rr,tw,r,r**f�.::+nt,rr,r,rr**,t***,rr•,r*,r**r*:it**t+k#,r*#*********,t**.*w 3573.46 1238.93 7.276 1246.206 21.5 8.94 1.241 1247.447 .00 1.630 1.75 .00 .00 0 .0 26.26 .15499 .018412 .48 .710 .00 3599.72 1243.00 3.904 1246.904 21.5 8.94 1.241 1248.145 .00 1.630 1.75 .00 .00 0 .0 EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 1909.10 I 1943.60 .I 1978.10 2012.61 2047.11 2081.61 2116.11 2150.62 2185.12 2219.62 2254.12 [ 2288.63 I 2323.13 I 2357.63 I 2392.13 2426.64 2461.14 2495.64 2530.14 2564.65 2599.15 2633.65 2668.15 2702.66 2737.16 2771.66 2806.16 2840.67 2875.17 2909.67 2944.17 2978.68 3013.18 3047.68 3082.18 3116.69 3151.19 3185.69 3220.19 3254.70 3289.20 3323.70 3358.20 3392.71 3427.21 3461.71 3496.21 3530.72 C H W E C H W E C H W E C H W E C H W E C H W E I C H W E I C H W E I C H W E I C H W E R I C H W E W T C H W E W I R C H W E I C H W E I C H W E I C H W E ! X W E I X W E I X W E I CH I CH 1 X R R R TX R R R JX R JX R R R R 7 R JX R JX R W E R W E R W E R 7 3565.22 3599.72 I X W E R 1224.23 1226.62 1229.01 1231.40 1233.80 1236.19 1238.58 1240.97 1243.36 1245.75 1248.15 V O T E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I .1 EAST VILLAGE LINE D, BEGIN STA 1909.1 T2 CONST. BEGIN STA 1965.00, 0 25 YR 3 VENKI.N, JN 3810-020, 9/27/88,FILE "EVLIND" 0 1909.101224.23 1 1229.05 R )26.771224.30 1 .013 11.25 .00 0 ^ 2234.731225.53 1 .013 4.32 .00 0 2252.871225.60 1 .013 .25 .00 0 iS 2257.541225.87 11 .013 .00 .00 1 R 2338.781226.17 11 .013 1.21 .00 1 2538.231226.90 11 .013 3.83 .00 0 2578.591227.05 11 .013 44.21 .00 0 JX 2580.091227.06 11 2 .013 12.2 1228.27 90.00 2588.951227.08 11 .013 16.97 .00 0 i 2593.621227.87 5 4 .013 11.3 1228.81 44.23 R 2603.651227.98 5 .013 20.21 .00 0 a 2641.481228.36 5 .013 4.39 .00 0 2870.361230.65 5 .013 5.48 .00 0 3128.681233.23 5 .013 9.91 .00 1 R 3182.341233.77 5 .013 2.07 .00 0 4 3187.011234.31 6 6 .013 24.6 1234.81 39.14 3255.211235.00 6 .013 1.35 .00 0 JX 3259.881235.80 10 9 .013 13.1 1236.05 50.68 " 3412.061237.33 10 .013 4.38 .00 0 3463.391237.83 10 .013 7.24 .00 0 R 3522.651238.42 10 .013 .00 .00 0 R 3573.461238.93 10 .013 17.27 .00 0 3599.721243.00 10 .013 66.88 .00 0 _J 3599.721243.00 10 1239.19 CO 1 4 0 .00 4.00 .00 .00 .00 .00 4 0 .00 1.50 .00 .00 .00 .00 4 0 .00 1.50 .00 .00 .00 .00 CD 5 4 0 .00 3.00 .00 .00 .00 .00 M 6 4 0 .00 2.00 .00 .00 .00 .00 i 7 4 0 .00 1.50 .00 .00 .00 .00 w 8 4 0 .00 2.00 .00 .00 .00 .00 CD 9 4 0 .00 1.50 .00 .00 .00 .00 10 4 0 .00 1.75 .00 .00 .00 .00 11 4 0 .0 3.75 .0 .0 .0 .0 0 21.5 .0 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1909.10 1224.23 4.820 1229.050 82.7 6.58 .673 1229.722 .00 2.756 4.00 .00 .00 0 .0 17.67 .00396 .003315 .06 3.006 .00 1926.77 1224.30 4.856 1229.156 82.7 6.58 .673 1229.829 .00 2.756 4.00 .00 .00 0 .0 307.96 .00399 .003315 1.02 2.997 .00 2234.73 1225.53 4.676 1230.206 82.7 6.58 .673 1230.879 .00 2.756 4.00 .00 .00 0 .0 18.14 .00386 .003315 .06 3.043 .00 2252.87 1225.60 4.674 1230.274 82.7 6.58 .673 1230.947 .00 2.756 4.00 .00 .00 0 .0 TRANS STR .05782 .003996 .02 .00 2257.54 1225.87 4.264 1230.134 82.7 7.49 .871 1231.005 .00 2.801 3.75 .00 .00 0 .0 81.24 .00369 .004677 .38 3.750 .00 2338.78 1226.17 4.407 1230.577 82.7 7.49 .871 1231.448 .00 2.801 3.75 .00 .00 0 .0 199.45 .00366 .004677 .93 3.750 .00 2538.23 1226.90 4.646 1231.546 82.7 7.49 .871 1232.417 .00 2.801 3.75 .00 .00 0 .0 40.36 .00372 .004677 .19 3.750 .00 2578.59 1227.05 4.807 1231.857 82.7 7.49 .871 1232.728 .00 2.801 3.75 .00 .00 0 .0 JUNCT STR .00667 .004038 .01 .00 2580.09 1227.06 5.279 1232.339 70.5 6.38 .633 1232.972 .00 2.586 3.75 .00 .00 0 .0 8.86 .00225 .003399 .03 3.750 .00 2588.95 1227.08 5.344 1232.424 70.5 6.38 .633 1233.057 .00 2.586 3.75 .00 .00 0 .0 P -T STR .16917 .005638 .03 .00 3.62 1227.87 4.299 1232.169 59.2 8.37 1.089 1233.258 .00 2.487 3.00 .00 .00 0 .0 10.03 .01097 .007878 .08 2.120 .00 ' F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **#*#*#***###***t###*********#****#***www##***w*w*ww*w*w####**#*#*#t*#****##***##*ww*ww*ww******w**********##***##******##*##***** 2603.65 1227.98 4.371 1232.351 59.2 8.37 1.089 1233.440 .00 2.487 3.00 .00 .00 0 .0 37.83 .01004 .007878 .30 2.194 .00 2641.48 1228.36 4.337 1232.697 59.2 8.37 1.089 1233.786 .00 2.487 3.00 .00 .00 0 .0 228.88 .01001 .007878 1.80 2.200 .00 2870.36 1230.65 3.904 1234.554 59.2 8.37 1.089 1235.643 .00 2.487 3.00 .00 .00 0 .0 258.32 .00999 .007878 2.04 2.200 .00 3128.68 1233.23 3.486 1236.716 59.2 8.37 1.089 1237.805 .00 2.487 3.00 .00 .00 0 .0 53.66 .01006 .007878 .42 2.192 .00 3182.34 1233.77 3.401 1237.171 59.2 8.37 1.089 1238.260 .00 2.487 3.00 .00 .00 0 .0 UNCT STR .11564 .015635 .07 .00 3187.01 1234.31 2.804 1237.114 34.6 11.01 1.883 1238.997 .00 1.917 2.00 .00 .00 0 .0 68.20 .01012 .023392 1.60 2.000 .00 3255.21 1235.00 3.755 1238.755 34.6 11.01 1.883 1240.638 .00 1.917 2.00 .00 .00 0 .0 „JNCT STR .17132 .020902 .10 .00 >.88 1235.80 4.399 1240.199 21.5 8.94 1.241 1241.440 .00 1.630 1.75 .00 .00 0 .0 1:)2.18 .01005 .018412 2.80 1.750 .00 3412.06 1237.33 5.726 1243.056 21.5 8.94 1.241 1244.297 .00 1.630 1.75 .00 .00 0 .0 51.33 .00974 .018412 .95 1.750 .00 3463.39 1237.83 6.241 1244.071 21.5 8.94 1.241 1245.312 .00 1.630 1.75 .00 .00 0 .0 59.26 .00996 H W E .018412 1.09 C 1.750 .00 C 3522.65 1238.42 6.742 1245.162 21.5 8.94 1.241 1246.403 .00 1.630 1.75 .00 .00 0 .0 50.81 .01004 I C H W .018412 .94 1.750 C H W E .00 I C H W E F0515P I C H W E PAGE 3 C H W E WATER SURFACE PROFILE LISTING W E I C H W E EAST VILLAGE LINE D; BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •,tintr*,r**snr,r,►,rfs**,ttr*,rw��r* **,r*,r** * ***,r****,r * *,r,►,r * * *+nr,r **,rr,r:,t*,rtf t*+,r,t,►* r nri.,►xw,t,rr*t #*,►*,rr***,t *,rr *,►,r,r,t* ****wrrr*r,r *t,�,t*rrr*,►** ***:+,r 3573.46 1238.93 7.276 1246.206 21.5 8.94 1.241 1247.447 .00 1.630 1.75 .00 .00 0 .0 26.26 .15499 .018412 .48 .710 .00 3599.72 1243.00 3.904 1246.904 21.5 8.94 1.241 1248.145 .00 1.630 1.75 .00 .00 0 .0 EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, Q 25 YR VENKI.N, JN 3810-020, 9/27/88 1909.10 .I 1943.60 .I 1978.10 2012.61 2047.11 2081.61 2116.11 X150.62 185.12 2219.62 2254.12 2288.63 2323.13 2357.63 2392.13 2426.64 2461.14 2495.64 2530.14 2564.65 2599.15 2633.65 2668.15 2702.66 2737.16 2771.66 2806.16 2840.67 2875.17 2909.67 2944.17 2978.68 3013.18 747.68 5082.18 3116.69 3151.19 3185.69 C H W E C H W E I I C H W E I C H W E I C H W E I C H W E i C H W E I C H W E I C H W E I C H W E I C H W E I C H W E I C H W E I C H W E C H W E I C H W E R R R TX R R R ix R ix R R R R R ix /2 3220.19 I X W E R 3254.70 3289.20 I X W E JX 3323.70 I X W E R 358.20 3392.71 3427.21 I CH W E R 3461.71 3496.21 I CH W E R 3530.72 T X W E R 3565.22 3599.72 I X W E R 1224.23 1226.62 1229.01 1231.40 1233.80 1236.19 1238.58 1240.97 1243.36 1245.75 1248.15 NOTES 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY CURB OPENING ( Interception ) Given: (a) discharge Q�,:IE-� _ - - CFS (b) street slope 5 (c) curb type ' C (d) half street width ft. _ �. Solution: Q/S�z- /( -c=' ;s )iz=�. - Therefore y= Q /L L = �! -K / _ (L for total interception) TRY: Lp= ft. YL YQ _ Qp= X _ - CFS (Intercepted) Qc= -' 1;: _ = C k CFS(Carryover) TO �•' ..J -35- /3 !4- C. B. M CURB OPENING ( Interception Given: (a) discharge Q 4 CFS (b) street slope 5 (c) curb type (d) half street width = � � � ft. Solution: Q/SII= /311 d- l ( 0.049 )�z= 1/3 -?6 Therefore y= Q /L L = ! 9,14 158 /4 (L for total interception) TRY: L.p= 2-Z ft. YL = 22- /23 i4 = D•�5l a/y = .33/0-S-7 Q Cl ,� Q X _ / �� CFS (Intercepted) P Qc= 13.8ll� 0•2-e CFS(Carryover) -35- 15 C. B. } ; LL�Nco� N- TICONDEROVA i t;!r CURB OPENING (-Interception ) LINCOLN-mcmDC-rm6P educe) Given: (a) discharge Q2-5 = _ CFS (b) street slope 5 (c) curb type w (d) half street width = ?0 , ft, r • 3_���.�? Solution: '. 1 �z= �,d • � t /(• �.�! 4-ThereforeQ/s= Therefore y= L n 7 (L for total interception) TRY: Lp= ft. YL = 22 /3,4•q7 a1y - .33/x-67 YQ = QP= 1 X ? - �= / CFS (Intercepted) QC= CFS(Carryovei•) -35- /6 CURB OPENING ( Interception _v`r Given: (a) discharge Q2z _ /2- % %-=- CFS (b) street slope S (c) curb type �+- (d) half street width = 20 ft. 1.S Solution: �z Q/Srz= I5 -l7 /(O Gio ) _ ;:. az- _ Therefore y== Q /L =0-649 L = /5-/7/0.64.o = 23-41 (L for total interception) TRY: LP= Z L{- ft. a /y = .33/ Q�Q = QP = X = CFS (Intercepted) Qc= - = CFS(Carryover) -35- .1•S Solution: "1 14.1/0-UloZcre y=Q/S Theref0•rai Q /L I, _ ,�k,�'� f-62 5 _ ,`�J (L for. total interception) TRY: Lp= 2,14 ft. YL = / = Q a/y = .33/ _ YQ = QP= X = CFS (Intercepted) QC= - = CFS(Carryover) -35-- r; 17 C. T ^J� B. LIN (C-, �.Co''`sr�TVT�or► wr}Y CURB UYLNI\'C ( Interception ) e Fr�rr� Given: (a) discharge Qts �>%, CFS (b) street slope S = r� 0-010S '/' c • (c) curb type (d) half street %:,idth = 20` ft. .1•S Solution: "1 14.1/0-UloZcre y=Q/S Theref0•rai Q /L I, _ ,�k,�'� f-62 5 _ ,`�J (L for. total interception) TRY: Lp= 2,14 ft. YL = / = Q a/y = .33/ _ YQ = QP= X = CFS (Intercepted) QC= - = CFS(Carryover) -35-- Given: h I C CFOP- O^,LyJ c, j3. it K-4 C-tri;r:' 01'l ?.t1,�G (sums-)) (a) Discharge QaS = / CFS (b) Curb type "A-2" "D" 4" Rolled G" Rolled Solution: 11 (depth at opening) _ � f � �r inches ), (J)cil;ht of ohrninn) Ili from haz t: Q/ft. of Opening - , �' / S CFS L required u s E r,_ Given: I r /9 C . 13 1� �.�,� .r .� i�i�� r i LL I'JC CUr111' OPTENI 'G (SU:IIP) [-,IST►N�7. (a) Discharge Q I-", r- = ► g •42-.-21-26 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled cel= EI S r is Solution: 11 (depth at opening) = inches h (height of opening) = inches ii /h = / From Chart: Q/ft. of opening = CFS L required = / - ft. USF L= ft, -31- 2a CIVIL ENGINEERING LAND PLANNINGLAND SURVEYING 318fi L AInWAYAVENIJF 0 "")STA MESA. GALironNIA 92828.4975 6 (-141 841 8777 2/ a m 0 o CIVIL ENGINEERING • LAND PLANNING • LAND SUnVEYINO SUBJECT By 7AIE os 40 eHc[r or r, n I 112 V, I r! N /UST fE > /, 2 j S -/L t L12-35-30 1 �jf a '" t• Vii. J?i-+•Z�Z•v� .J/� ` ('•�•,.� •'1�l'j C/d e 5-01 Fool CB TC. � ��:: S f ;� lig: • "; 5 A'CP I-7-23 zr of ~ USE rr <' V DEQ, 31PS-L Am WAY AVENUE (,!)STA MESA, CAHI-OnNIA 92826.4675 0 (714) 841.8111 41 rr <' V DEQ, 31PS-L Am WAY AVENUE (,!)STA MESA, CAHI-OnNIA 92826.4675 0 (714) 841.8111 0 CIVIL ENGINEERING n LAND PLANNING C LAND SURVEYING SUBACT By cd.,-rll 46z//V P141- f r /s t' /-K C8 O TATE too EfO. I SHEET pI c t / �, • o/ ' I rIt's F A- 1.767 USE `/n Q/Q _ %- Fop 3186-L AinWAv AVENUE 0 COSTA MESA, CALIF onNIA 92026-4675 r (7141 6418777 22 CIVIL ENGINEERING a LAND PLANNING v LAND SURVEYING SUBJECT I BY 1232_ o C Tc. ZYA/1_,46LE 4 Q p C -ATE I1091+0 Iam[(T cw lel zE >12 --I - -V.s -- - --....__ ..._ ... - _ �I _2 A'c'o f LF OF ;tet ly _ y. vv ,. �� cae NG A: 3186•L AmWAY AVENUE 0 COSTA MESA, CAH onNIA 92026.46 75 6 (' 14) 841.87777 LATERAD 66M99 1 line l FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL T2 0 25-100 YR 3 VENKI.N, JN 3810-020 0 .001205.40 1 1213.59 - ------- S 7-- 2 / 6 5• S 3 R 211.951206.99 1 .013 89.95 .00 0 srA 450.391208.79 1 .013 .00 .00 0 - STA 1+84,56 525.601209.34 1 .013 32.66 .00 0 S TA 2+57-77 A 535.101209.40 3 2 .013 186.2 1210.90 45.00 STA 2 + 64)-.z-7 R 665.851210.40 1 .013 56.21 .00 0 S TA 3 1 9 9-9 7 678.621210.50 1 .013 .00 0 Sia 4 + 12 - 74. ..A 686.121211.00 5 4 .013 .1 60.00 -00 0 S TA A- *-2o -.2 4 SH 686.121211.00 5 .013 1211.00 S-]A ) 1 4 0 .00 9.00 .00 .00 .00 .00 4-! 2a-21} ) 2 4 0 .00 6.00 .00 .00 .00 .00 CD 3 4 0 .00 9.00 .00 .00 .00 .00 4 4 0 .00 4.5 .00 .00 .00 .00 5 4 0 .00 8.5 .00 .00 .00 .00 u 1001.8 .0 2& t* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING Line l FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL Q 25-100 YR VENKI.N, JN 3810-020 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR .00 1205.40 8.197 1213.597 1188.1 19.54 5.926 1219.523 .00 8.197 9.00 .00 .00 0 .0 0 211.95 .00750 .007897 1.67 9.000 .00 211.95 1206.99 8.647 1215.637 1188.1 18.92 5.560 1221.197 .00 8.197 9.00 .00 .00 0 .0 236.29 .00755 .008433 1.99 9.000 .00 0 448.24 1208.77 9.000 1217.774 1188.1 18.68 5.416 1223.190 .00 8.197 9.00 .00 .00 0 .0 ^ 2.15 .00755 .009014 .02 9.000 .00 450.39 1208.79 9.003 1217.793 1188.1 18.68 5.416 1223.209 .00 8.197 9.00 .00 .00 0 .0 u 75.21 .00731 .009054 .68 9.000 .00 0 525.60 1209.34 9.787 1219.127 1188.1 18.68 5.416 1224.543 .00 8.197 9.00 .00 .00 0 .0 UNCT STR .00632 .007746 .07 .00 535.10 1209.40 12.506 1221.906 1001.9 15.75 3.851 1225.757 .00 7.721 9.00 .00 .00 0 .0 0 130.75 .00765 .006438 .84 6.786 .00 665.85 1210.40 12.957 1223.357 1001.9 15.75 3.851 1227.208 .00 7.721 9.00 .00 .00 0 .0 12.77 .00783 .006438 .08 6.718 .00 0 678.62 1210.50 12.939 1223.439 1001.9 15.75 3.851 1227.290 .00 7.721 9.00 .00 .00 0 .0 nAUNCT STR .06667 .007585 .06 .00 686.12 1211.00 11.511 1222.511 1001.8 17.65 4.840 1227.351 .00 7.676 8.50 .00 .00 0 .0 1 .1 Line l FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL T2 0 25 ,- g YR VENKI.N, JN 3810-020 .00 0 .001205.40 1 5TA -.2+65.831213.59 R 211.951206.99 1 .013 STA -®+53 • ea ' 450.391208.79 1 .013 STA 14- 8¢-56 525.601209.34 1 .013S7A 2 t 59.77 JX 535.101209.40 3 2 .013 138.0 1210.90 R 665.851210.40 1 .013 678.621210.50 1 .013 _.. 686.121211.00 5 4 .013 .1 SH 686.121211.00 5 .013 1211.00 1 4 0 .00 9.00 .00 .00 .00 .00 2 4 0 .00 6.00 .00 .00 .00 .00 CD 3 4 0 .00 9.00 .00 .00 .00 .00 rm 4 4 0 .00 4.5 .00 .00 .00 .00 5 4 0 .00 8.5 .00 .00 .00 .00 u 0966.0 .0 89.95 .00 0 .00 .00 0 32.66 .00 0 45.00 - S 7-A 2+ 69- 27 7 56.21 .00 0 - <-M 3 1-99- 9 7 .00 0 s rA 4-F-1 z . 74- 60.00 .00 0 sTA 44-20_ 24 STA 4+ -?6 • 24 27 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING Line L FROH STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL Q 25-100 YR VENKI.N, JN 3810-020 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********,r*:**,►**,rRrx*,ts******************,r*******************,ttte*********************************+�,tt**�******************** .00 1205.40 7.564 1212.964 1104.1 19.35 5.811 1218.775 .00 8.006 9.00 .00 .00 0 .0 0 211.95 .00750 .007485 1.59 7.559 .00 211.95 1206.99 7.575 1214.565 1104.1 19.32 5.797 1220.362 .00 8.006 9.00 .00 .00 0 .0 238.44 .00755 .007331 1.75 7.529 .00 0 450.39 1208.79 7.784 1216.574 1104.1 18.88 5.536 1222.110 .00 8.006 9.00 .00 .00 0 .0 75.21 .00731 .007071 .53 7.687 .00 525.60 1209.34 8.006 1217.346 1104.1 18.47 5.296 1222.642 .00 8.006 9.00 .00 .00 0 .0 UJUNCT STR .00632 .006471 .06 .00 0 535.10 1209.40 10.646 1220.046 966.1 15.19 3.581 1223.627 .00 7.608 9.00 .00 .00 0 .0 130.75 .00765 .005986 .78 6.581 .00 665.85 1210.40 10.995 1221.395 966.1 15.19 3.581 1224.976 .00 7.608 9.00 .00 .00 0 .0 0 12.77 .00783 .005986 .08 6.518 .00 678.62 1210.50 10.971 1221.471 966.1 15.19 3.581 1225.052 .00 7.608 9.00 .00 .00 0 .0 JUNCT STR .06667 .007052 .05 .00 0 686.12 1211.00 9.609 1220.609 966.0 17.02 4.500 1225.109 .00 7.585 8.50 .00 .00 0 .0 I cv) ell .29 co 4d --A -Z . — — Z: rA 14-1 — en — NI CIA -40 1.10 rf) CIA Clq C) 14 cl cv) ell 60 ca W- ro f4l It CA co co 4d --A -Z . — — Z: rA 14-1 — en — NI CIA -40 1.10 rf) 60 ca W- ro f4l It CA co LA CIO Q0 N6 C14 �4 QQI . ................................ zt (:I� Z * I co 4d --A -Z . — — Z: rA 14-1 — �7- — NI LA CIO Q0 N6 C14 �4 QQI . ................................ zt (:I� Z * I 1 EAST VILLAGE LATERAL M , FROM JCT LINE L T2 0 100 YR FROM 87.87 TO 1447; a 25 YR FROM 1447 TO 4035.51 -3 VENKI.N, JN 3810-020,11/04/88 // /^yf \JL P7 t'..�..; 76.491210.90 21 1221.90 00 98.781211.71 21 .013 .00 .00 0 R 112.841212.18 21 .013 6.39 114.841212.18 21 11 .013 11.5 1214.25 80.00 80.0 122.841212.56 21 .013 4.24 .00 0 JX 124.841212.56 21 11 .013 08.3 1214.62 80.00 .00 0 R 139.841213.20 21 .013 06.79 .00 0 145.031213.39 21 .013 .00 .00 0 151.031213.64 1 2 22.013 51.0 18.81214.891215.14 60.00 60.00 R 294.091214.47 1 .013 .00 .00 0 " 349.991214.79 1 .013 3.35 .00 0 582.871216.13 1 .013 .00 .00 1 K 766.301217.19 1 .013 17.06 .00 0 R 872.081217.80 1 .013 .00 .00 0 876.751218.80 5 9 11.013 22.0 14.11219.931220.18 60.00 60.00 0 979.471219.37 5 .013 .00 .00 R 1012.371219.56 5 .013 41.89 .00 1 R 1045.281219.74 5 .013 41.89 .00 1152.441220.34 5 .013 1154.441220.35 5 11 .013 18.6 1221.70 45.0 R 1164.571220.41 5 .013 ^ 1179.091220.49 5 .013 19.10 1183.761220.74 7 9 .013 27.0 1221.86 65.92 R 1203.081220.94 7 .013 29.94 R 1241.601221.51 7 .013 8,42 1395.021223.77 7 .013 1444.661224.50 7 .013 63.20 JX 1449.331225.50 8 23 .013 54.0 1225.50 75.00 R 1461.291225.71 8 .013 '849.341232.50 8 .013 56.40 1 [086.561236.06 8 .013 26.79 R 2150.681237.02 8 .013 81.65 ^ 2249.341238.50 8 .013 1 2506.861243.08 8 .013 2560.471244.04 8 .013 R 2621.261245.12 8 .013 80.34 2625.931245.19 8 15 .013 24.7 1245.94 73.40 2636.551245.23 8 .013 16.51 2653.151245.30 8 .013 1.06 R, 2923.201246.38 8 .013 31.92 2927.871246.71 12 6 .013 7.9 1247.59 60.0 3043.181247.09 19 .013 .00 .00 0 JX 3045.181247.10 12 20 .013 11.0 1247.73 60.00 ^ 3424.231248.65 12 .013 31.69 1 3428.901248.90 14 15 .013 19.9 1249.24 60.0 R 3517.771249.22 14 .013 5.40 .:X 3522.441250.22 16 6 .013 7.0 1250.47 45.00 3873.121255.23 16 .013 23.47 3901.061255.65 16 .013 2.32 JX 3905.731255.90 13 13 .013 13.7 1255.90 45.00 - 3997.001257.73 13 .013 7.53 4035.511258.50 13 .013 4035.511258.50 13 CD 1 4 0 .00 5.75 .00 .00 .00 .00 2 4 0 .00 3.25 .00 .00 .00 .00 3 4 0 .00 1.75 .00 .00 .00 .00 4 4 0 .00 4.25 .00 .00 .00 .00 Cr 4 0 .00 4.75 .00 .00 .00 .00 6 4 0 .00 1.5 .00 .00 .00 .00 7 4 0 .00 4.50 00 8 4 0 .00 3.50 9 4 0 .00 2.5 00 :D 10 4 0 .00 3.0 CD 11 4 0 .00 2.00 -D 12 4 0 .00 3.25 .00 .00 .00 .00 D 13 4 0 .00 1.75 CC 4 0 .00 3.00 Ci 4 0 .00 2.25 D 16 4 0 .00 2.00 D 17 4 0 .00 3.24 .00 .00 .00 .00 CD 18 4 0 .00 2.00 .00 .00 .00 .00 rD 19 4 0 .00 3.25 .00 .00 .00 .00 D 20 4 0 .00 2.00 .00 .00 .00 .00 _0 21 4 0 .00 6.00 CD 22 4 0 .00 2.75 "D 23 4 0 .00 3.50 14.1 .0 �Z * WARNING NO. 2 ** WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M , FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **wwwwwwwwwwwwwwwwwwwwwxwxwwwwwwww+rww,rxxxwxwwwww*wwwwxxw*xxxwwxxwwwwxwxwwxwwx*wwwxwxwwwwwwxxx*xw*wwww*wxwwxwwwwxwwwxwwxwwwwwwxxxxxw 76.49 1210.90 11.000 1221.900 323.6 11.45 2.034 1223.934 .00 4.900 6.00 .00 .00 0 .0 22.29 .03634 .005838 .13 2.642 .00 0 98.78 1211.71 10.320 1222.030 323.6 11.45 2.034 1224.064 .00 4.900 6.00 .00 .00 0 .0 14.06 .03343 .005838 .08 2.705 .00 112.84 1212.18 10.041 1222.221 323.6 11.45 2.034 1224.255 .00 4.900 6.00 .00 .00 0 .0 ojUNCT STR .00000 .005635 .01 .00 0 114.84 1212.18 10.328 1222.508 312.1 11.04 1.892 1224.400 .00 4.821 6.00 .00 .00 0 .0 8.00 .04752 .005431 .04 2.404 .00 122.84 1212.56 10.073 1222.633 312.1 11.04 1.892 1224.525 .00 4.821 6.00 .00 .00 0 .0 OJUNCT STR .00000 .005289 .01 .00 0 124.84 1212.56 10.278 1222.838 303.8 10.74 1.793 1224.631 .00 4.761 6.00 .00 .00 0 .0 15.00 .04266 .005146 .08 2.440 .00 139.84 1213.20 9.814 1223.014 303.8 10.74 1.793 1224.807 .00 4.761 6.00 .00 .00 0 .0 0 5.19 .03662 .005146 .03 2.545 .00 145.03 1213.39 9.651 1223.041 303.8 10.74 1.793 1224.834 .00 4.761 6.00 .00 .00 0 .0 JNCT STR .04167 .004488 .03 .00 u 151.03 1213.64 10.537 1224.177 234.0 9.01 1.261 1225.438 .00 4.235 5.75 .00 .00 0 .0 0 143.06 .00580 .003831 .55 3.935 .00 294.09 1214.47 10.255 1224.725 234.0 9.01 1.261 1225.986 .00 4.235 5.75 .00 .00 0 .0 55.90 .00573 .003831 .21 3.955 .00 0 349.99 1214.79 10.198 1224.988 234.0 9.01 1.261 1226.249 .00 4.235 5.75 .00 .00 0 .0 0 232.88 .00575 .003831 .89 3.947 .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER _/ELEM SO SF AVE HF NORM DEPTH ZR wwwwwwwxwwwwwwwwwwwwwwwx=wwwxwxxwwwwwxwwwwxww*,twxwwxxwxwx,txwwx,tx*frxxxxxwwxxw*xwxwxtr*wwxxwwww,r**wwwxwxwww*xw*w*xxxwwwxwxwwwww*w**w 0 582.87 1216.13 9.813 1225.943 234.0 9.01 1.261 1227.204 .00 4.235 5.75 .00 .00 0 .0 0 183.43 .00578 .003831 .70 3.941 .00 ( 766.30 1217.19 9.566 1226.756 234.0 9.01 1.261 1228.017 .00 4.235 5.75 .00 .00 0 .0 ( 105.78 .00577 .003831 .41 3.944 .00 0 872.08 1217.80 9.361 1227.161 234.0 9.01 1.261 1228.422 .00 4.235 5.75 .00 .00 0 .0 C"INCT STR .21413 .005711 .03 .00 C 876.75 1218.80 8.128 1226.928 197.9 11.17 1.937 1228.865 .00 4.035 4.75 .00 .00 0 .0 0 102.72 .00555 .007591 .78 4.750 .00 0 979.47 1219.37 8.338 1227.708 197.9 11.17 1.937 1229.645 .00 4.035 4.75 .00 .00 0 .0 C 32.90 .00578 .007591 .25 4.750 .00 C 1,1012.37 1219.56 8.758 1228.318 197.9 11.17 1.937 1230.255 .00 4.035 4.75 .00 .00 0 .0 0 32.91 .00547 .007591 .25 4.750 .00 0 1045.28 1219.74 9.093 1228.833 197.9 11.17 1.937 1230.770 .00 4.035 4.75 .00 .00 0 .0 C 107.16 .00560 .007591 .81 4.750 .00 C 1152.44 1220.34 9.306 1229.646 197.9 11.17 1.937 1231.583 .00 4.035 4.75 .00 .00 0 .0 OJUNCT STR .00501 .006911 .01 .00 C 1154.44 1220.35 9.867 1230.217 179.3 10.12 1.590 1231.807 .00 3.868 4.75 .00 .00 0 .0 C 10.13 .00592 .006231 .06 4.015 .00 0 '°54.57 1220.41 9.870 1230.280 179.3 10.12 1.590 1231.870 .00 3.868 4.75 .00 .00 0 .0 0 5.52 .00551 .006231 .09 4.250 .00 0 1179.09 1220.49 10.027 1230.517 179.3 10.12 1.590 1232.107 .00 3.868 4.75 .00 .00 0 .0 C 'NCT STR .05353 .006114 .03 .00 1 F0515P PAGE 3 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M , FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER .EM SO SF AVE HF NORM DEPTH ZR zxzxzzw,rw*wwwwwzzzzwwwwzwzzwwwzzzwxwwzwzwwwzzwwxwzzwzzzwwwwwwwzzwwwzzwwzzwwwzwzwwwwzwwwwwzzzwwzwzwwwzwwrrzzwwwzzwwzwzwzzwwwzzwwxwzz 1183.76 1220.74 10.351 1231.091 152.3 9.58 1.424 1232.515 .00 3.618 4.50 .00 .00 0 .0 0 19.32 .01035 .005998 .12 2.938 .00 1203.08 1220.94 10.431 1231.371 152.3 9.58 1.424 1232.795 .00 3.618 4.50 .00 .00 0 .0 38.52 .01480 .005998 .23 2.608 00 1241.60 1221.51 10.179 1231.689 152.3 9.58 1.424 1233.113 .00 3.618 4.50 .00 .00 0 .0 0 153.42 .01473 .005998 .92 2.611 .00 1395.02 1223.77 8.839 1232.609 152.3 9.58 1.424 1234.033 .00 3.618 4.50 .00 .00 0 .0 49.64 .01471 .005998 .30 2.613 .00 0 1444.66 1224.50 8.646 1233.146 152.3 9.58 1.424 1234.570 .00 3.618 4.50 .00 .00 0 .0 OJUNCT STR .21413 .007772 .04 .00 1449.33 1225.50 8.596 1234.096 98.3 10.22 1.621 1235.717 .00 3.049 3.50 .00 .00 0 .0 11.96 .01756 .009546 .11 2.234 .00 0 1461.29 1225.71 8.500 1234.210 98.3 10.22 1.621 1235.831 .00 3.049 3.50 .00 .00 0 .0 n 388.05 .01750 .009546 3.70 2.237 .00 1849.34 1232.50 5.752 1238.252 98.3 10.22 1.621 1239.873 .00 3.049 3.50 .00 .00 0 .0 237.22 .01501 .009546 2.26 2.362 .00 0 2086.56 1236.06 4.633 1240.693 98.3 10.22 1.621 1242.314 .00 3.049 3.50 .00 .00 0 .0 64.12 .01497 .009546 .61 2.364 .00 2150.68 1237.02 4.594 1241.614 98.3 10.22 1.621 1243.235 .00 3.049 3.50 .00 .00 0 .0 J 98.66 .01500 .009546 .94 2.362 .00 0 2249.34 1238.50 4.137 1242.637 98.3 10.22 1.621 1244.258 .00 3.049 3.50 .00 .00 0 .0 20.76 .01778 .009546 .20 2.225 .00 F0515P PAGE 4 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR :ezzzzzxwwzwwzwzzzzzzwzwwzzwwww,t,kwzwwwwzzzzw,tzzzzwirzwzzzzwwwwzzzzwwwzww+tzzzwwwzzzwzzwzwxwzwww,twzwwzwwwwzzzwwwwzwwwwz�rwzzwwwwzwwzwwwz 0 2270.10 1238.87 3.966 1242.835 98.3 10.22 1.621 1244.456 .00 3.049 3.50 .00 .00 0 .0 YDRAULIC JUMP .00 2270.10 1238.87 2.238 1241.107 98.3 15.13 3.557 1244.664 .00 3.049 3.50 .00 .00 0 .0 - ."0.30 .01778 .017247 1.90 2.225 .00 2380.40 1240.83 2.260 1243.091 98.3 14.96 3.475 1246.566 .00 3.049 3.50 .00 .00 0 .0 126.46 .01778 .016053 2.03 2.225 .00 2506.86 1243.08 2.357 1245.437 98.3 14.26 3.159 1248.596 .00 3.049 3.50 .00 .00 0 .0 D 5.67 .01791 .015035 .09 2.220 .00 2512.53 1243.18 2.365 1245.547 98.3 14.21 3.134 1248.681 .00 3.049 3.50 .00 .00 0 .0 47.94 .01791 .014148 .68 2.220 .00 2560.47 1244.04 2.470 1246.510 98.3 13.55 2.849 1249.359 .00 3.049 3.50 .00 .00 0 .0 9.24 .01777 .013139 .12 2.225 .00 2569.71 1244.20 2.499 1246.703 98.3 13.37 2.777 1249.480 .00 3.049 3.50 .00 .00 0 .0 24.99 .01777 .012263 .31 2.225 .00 D 2594.70 1244.65 2.614 1247.262 98.3 12.75 2.525 1249.787 .00 3.049 3.50 .00 .00 0 .0 "Z.18 .01777 .011007 .17 2.225 .00 2609.88 1244.92 2.741 1247.659 98.3 12.16 2.295 1249.954 .00 3.049 3.50 .00 .00 0 .0 3.52 .01777 .009944 .08 2.225 .00 2618.40 1245.07 2.883 1247.952 98.3 11.59 2.087 1250.039 .00 3.049 3.50 .00 .00 0 .0 2.86 .01777 .009076 .03 2.225 .00 2621.26 1245.12 3.049 1248.169 98.3 11.05 1.896 1250.065 .00 3.049 3.50 .00 .00 0 .0 -J"'"T STR .01498 .007023 .03 .00 F0515P PAGE 5 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W. S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR e*x***www***w*w*wwww*wwwwwwwwwwwwwwwwwwxwwwww:**w**ww**wwwwww*********wwwwwwwwwwwwwwwwwwwwwwwwwww*w*w*w******www*******ww*wwwwwwwww u -'25.93 1245.19 4.620 1249.810 73.6 7.65 .909 1250.719 .00 2.686 3.50 .00 .00 0 .0 0 .0.62 .00377 .005352 .06 3.500 .00 2636.55 1245.23 4.715 1249.945 73.6 7.65 .909 1250.854 .00 2.686 3.50 .00 .00 0 .0 16.60 .00422 .005352 .09 3.500 .00 0 2653.15 1245.30 4.753 1250.053 73.6 7.65 .909 1250.962 .00 2.686 3.50 .00 .00 0 .0 270.05 .00400 .005352 1.45 3.500 .00 2923.20 1246.38 5.227 1251.607 73.6 7.65 .909 1252.516 .00 2.686 3.50 .00 .00 0 .0 _-UNCT STR .07065 .005842 .03 .00 0 2927.87 1246.71 5.011 1251.721 65.7 7.92 .974 1252.695 .00 2.581 3.25 .00 .00 0 .0 115.31 .00330 .006331 .73 3.250 .00 3043.18 1247.09 5.361 1252.451 65.7 7.92 .974 1253.425 .00 2.581 3.25 .00 .00 0 .0 uJUNCT STR .00501 .005360 .01 .00 0 3045.18 1247.10 5.887 1252.987 54.7 -6.59 .675 1253.662 .00 2.362 3.25 .00 .00 0 .0 379.05 .00409 .004389 1.66 2.781 .00 3424.23 1248.65 6.114 1254.764 54.7 6.59 .675 1255.439 .00 2.362 3.25 .00 .00 0 .0 OJUNCT STR .05353 .003555 .02 .00 n 3428.90 1248.90 6.445 1255.345 34.8 4.92 .376 1255.721 .00 1.917 3.00 .00 .00 0 .0 88.87 .00360 .002722 .24 2.162 .00 3517.77 1249.22 6.386 1255.606 34.8 4.92 .376 1255.982 .00 1.917 3.00 .00 .00 0 .0 OJUNCT STR .21414 .008911 .04 .00 3522.44 1250.22 4.854 1255.074 27.8 8.85 1.216 1256.290 .00 1.825 2.00 .00 .00 0 .0 350.68 .01429 .015101 5.30 1.700 .00 FO515P PAGE 6 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M FROM JCT LINE L 0 100 YR FROM 87.87 TO 1447; Q 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810-020,11/04/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER _6EM SO SF AVE HF NORM DEPTH ZR xwwwwxxwxxxxxxxxwwwwwwwwwwwwwwwwwwwwwwxwwwwwwwwwwwwwwwwwwwwwwwxwwwwwwwwwwwwwwwwxwwwwwwwwww***wwwwwwww**ww**www*wwwww*wwwwwwwwwwwwww 3873.12 1255.23 5.263 1260.493 27.8 8.85 1.216 1261.708 .00 1.825 2.00 .00 .00 0 .0 27.94 .01503 .015101 .42 1.640 .00 u 3901.06 1255.65 5.304 1260.954 27.8 8.85 1.216 1262.170 .00 1.825 2.00 .00 .00 0 .0 OJUNCT STR .05353 .011510 .05 .00 3905.73 1255.90 6.319 1262.219 14.1 5.86 .534 1262.753 .00 1.395 1.75 .00 .00 0 .0 91.27 .02005 .007919 .72 1.003 .00 0 3997.00 1257.73 5.243 1262.973 i4.i 5.86 .534 1263.507 .00 1.395 1.75 .00 .00 0 .0 0 38.51 .02000 .007919 .30 1.010 .00 4035.51 1258.50 4.778 1263.278 14.1 5.86 .534 1263.812 .00 1.395 1.75 .00 .00 0 .0 71 EAST VILLAGE LATERAL Ml, FROM JCT OF LATERAL M STA 150.03 U/S ? T2 S.D LATERAL THRU MONTEREY TO LIBERTY PRKWY, Q 100 YR m3 VENKI.N,P.M.L.,JN 3810-020, 10/20/88 ;0 .001214.89 1 1224.37 x: 85.651218.00 1 .013 .00 0 Jd. 91.131218.50 3 2 .013 21.8 1221.25 90.00 .00 129.091219.31 3 .013 .00 .00 0 235.771221.87 3 .013 42.77 0 R 253.721222.28 3 .013 .00 .00 0 JX 256.771222.53 5 4 .013 15.6 1224.28 90.00 .00 325.061223.60 5 .013 .00 0 H 325.061223.60 5 .00 CD 1 4 0 .00 3.25 .00 .00 .00 .00 ^D 2 4 0 .00 2.25 .00 .00 .00 .00 D 3 4 0 .00 2.75 .00 .00 .00 .00 ..D 4 4 0 .00 1.75 .00 .00 .00 .00 CD 5 4 0 .00 2.00 .00 .00 .00 .00 22.2 .0 H I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 � � 888888888888888 11 �� 8 '8 .8 8 .8 •8 •8 •8 N N N N N N 14 r-1 r-{ N N N N N N r-1 r-1 8 - O 8 8 O O O 8 8 d l0 10 CO 00 CO 0a N N M 0; ���jB�M� N rd' -1O �� cool° 0000000 00HH � 37 C. B. # CURB OPENING ( Interception ) 44Ui)-Anr,,t Given: (a) discharge /Z+ ' 2 CFS (b) street slope S (c) curb type nA-2't "Di+ (d) half street width = 20 (r Solution: Q/S/z= /( )/2= Therefore y= � - 6 s Q/L I,- %�.�; / / •C ` (L for total interception) a TRY: LP= 4— /%c' a/y = .331 .. _ �rV YQ = QP= '! X 12-65' _ lI-Z 6 CFS (Intercepted) Qc= /2- bs - /• 26 1-39 CFS(Carryover) T• . �� ��` _.. 71) -35- C. B. CURB OPENING ( Interception ) Given: (a) discharge Q Go (b) street slope S = _ (c) curb type "A-2" (d) half street width = Solutiqn: TRY: No Q/s/z= Q /L - L = I = LP- ft. a/y = .33/ - CFS 1/1 ft. Qi�,� 19-3o cF� Therefore y== (L for. total interception) YQ = QP= X - CFS (Intercepted) Qc= - CFS(Carryover) /4 -35- m C. B. # CURB OPENING ( Interception ) Given: (a) discharge O_ - 1¢-= 3 - CFS (b) street slope S = • O) D a (c) curb type "A-2" "D" (d) half street width = Solution: f N 09 Q/S"= i.5 l(%- �'� ) _ �_ ,?-I Therefore y= —I Q /L L = ! '6. / �. a 2.3-'^i-,' (L for. total interception) TRY: LP= 1 ft. a/y - .33/0- pQ a QP1.3-92--CFS (Intercepted) Qc= 15.44' - .gam I.72-- CFS(Carryover) -35- C. B0D— CURB OPENI\'G ( Interception ) Given: (a) discharge Q10 = CFS (b) street slope S = '/' (c) curb type ''A-2" "D" (d) half street width = ft. Solutiqn: Q/S/z= /( )1= Q /L = L - 1 TRY: LP= ft. 1�/ L = / a/y = .33/ - TQ = QP = X Qc= - -35- Therefore y== (L for total interception) CFS (Intercepted) = CFS(Carryover) s 0 4i CURB OPENING ( Interception ) Given: (a) discharge 0.zs =-7-c")-7-4 CFS (b) street slope S Y+ 3 --73 - r -71 f (c) curb type "A-2" "D" EP41S� r1r' (d) halt street width = �Z 3 -f t. Solution: Q/S- .i /(U _' )%z= .',:�� Therefore y= Q /L =t: I, /s -o (L for total Interception) TRY: LP= it. a/y = .33/ = lJ pQ QP = X - CFS (Intercepted) Qc= = CFS(Carryover) -35- C. B. M 30/ - A 7- CURB OPENING ( Interception ) Given: (a) discharge Q - (b) street slope S = (c) curb type "A-2" (d) half street width = Solutiqn: Q /L = L - ! TRY: Lp= ft. CFS 1/1 ft. Therefore y== (L for total interception) I�/ L = a/y = .33/ _ TQ = QP= X = Qc= - j,SF i - Ig -35- AS IN CFS (Intercepted) CFS(Carryover) 42 i r -' �3 C. H. CURB OPENING ( (lltllrceptlon ) � i0•�,q Cliven: (a) discharge 0" . _ (.1 (b) street slope 5 = , (c) curb type "A -Z" (d) ha1f street width llolutions Q/5' ;�- /( r J�R= - Thcrcivre y� , Q /L • Z, i>> C / (L for total Interception) TRYI LI, - tt. L¢/L 13 /�J a /Y 3 3 s Q X:?. i- k CFS (Intelerpted) Qcm. r- CFS(Carrynver) -11 -35= C. B. 30 /4.57 �!b0 CURB OPENI\TG ( Interception -3-72- Given: (a) discharve 0 - CFS (b) street slope S (c) curb type "A-2" "D" (d) half street width = Solutiqn: Q/S,2" /( Q /L = L = 1 ft. 1112 = Therefore y= (L for total interception) TRY: LP= ft. 1�/L = a/y = .33/ - YQ = QP= X Qc= - S F ,� _ /3, -35- CFS (Intercepted) CFS(Carryover) N cis C. H. CURB OPENING j hillrception ) Givens (a) discharge 0:35 n '�' " �' �'� �` CFO (b) street slope S = (c) curb type "A-2" (d) halt street width �- `' ft. Solution: ( V-4 Q/SflZn 7 5f" a. ` �.�It- - T)ierelore y= Q ;r, I, Imo. ��/ •;:7 t� . (L for total in(erception) 'I RY., LPs ? ' ft. Ipl L a/y .33/ �Q RPy x ►+ CFS (Intel cepted) Qc!ff a CFS(Carryover) L -35- C. B. 1 M 30/—C Qf0c)= X4.68 CURB OPENING ( Interception ) P, s 10-96 2,72 Given: (a) discharge Q - (b) street slope S = _ (c) curb type "A-2" (d) half street width = ME CFS I/1 ft. Solutiqn; Q/Sl/z= /( ) z= Therefore y== Q /L = L = / _ (L for total interception) TRY: LP= ft. a/y = .33/ YQ = QP= X = Qc= (jSL l9 AS -35- CFS (Intercepted) CFS(Carryover) Q'tr 47 C. B. M :.�� CUIIB OPENING ( Interception ) Vim`'"•: Given: (a) discharge _ ' 2.3 CFS (b) street slope S = %! •'o�? 1 ' /' (c) curb type "A-2" "D" (d) half street width = _ _. ft. Solution: Q/S- 1� /( )mss= �� Therefore y= Q %L - 0 L, _ : ,; / _ = - (L for. total interception) TRY: LP= !_ft. a/y = .33t, - QP 33/ - QPX CFS (Intercepted) QC= - = CFS(Carryover) -35- 63 CURB OPENI\TG ( Interception Given: (a) discharge Q - CFS (b) street slope S = '/' (c) curb type "A-2" (d) half street width = Solutiqn: Q/SIlz= Q /L = L= TRY: LP= ft. ft. Therefore y=�� (L for total interception) a/y = .33/ TQ = QP= X = CFS (Intercepted) QC= - = CFS(Carryover) -35- CURB OPENING ( I►:terception ) fo VTae'► (liven: (a) discharge 0—m �" + CFO r_4'„� (b) street slope S = �� wC �` IV (c) curb type "A-Z�► ►►I�i� (d) half street width 11olutions Q/S�z' t; - %' /( tN�rf_ i� Therefore yrL___-__-1 Q /L L /D• tog- "" (L for total interception) TRY: LPs a/ .33/ . YQ QP = — X N CFS (Intel cepted) Qc' CFS(Carryiwer) w- Iq "46y -35- C. B. O(OC) = l 14 5 Cr=S CURB OYLNI\'G ( Interception Z.97 Given: (a) dischar(Te 0 = CFS (b) street slope S (c) curb type "A-2" "D" (d) half street width = Solutiqn: Q/s`/2= Q /L - L = I 3 TRY: LP= ft. a/y = .33/ - ft. Therefore y== (L for total interception) Q/Q = QP= X = CFS (Intercepted) QC= - CFS(Carryover) -35- N OLS 50 5/ C. 13 .�'- C11iz 0PE,NIN' G (SU\1P)8_42CDT` ►)•q4 27,51 LP Tc -�2_`l3 CSS • Quo '�o'i7�i - -- Given: (a) Discharge Q = CFS (b) Curb type "A-2" "D" 4`�-Rolled 6" Rolled Solution-.- 11 olution:11 (depth at opening) = inches h (height of opening) = inches 11/h From Chart: Q/ft. of opening = CFS L required = = ft. U S F L = ft, AS rN 02-5 `''5-63 _ S! 1-0 ^r = z 82 CoNs?, •-u r ► av -31- C. B. CUI'tD' 0PE,NI\G (St -\IP) Z --o4 Given: (a) Discharge Q. _ = o µ CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled t. L Solution: 11 (depth at opening) _ Y = inches h (height of opening) _ inches 11/h = / _ From Chart: Q/ft, of opening = CFS L required - ? 6- Z-1 / - = 20- ^3 ft. U S F L= / ft, -31- C. 13 . !1 CEB' OPE NI\G (SIJAIP) 0 Given: (a) Discharge Q :�= i i ' CFS (b) Curb type"'z L --_'-`E'er 4" Rolled - 7 ee 2-41 12?, .� I Solution: Ti (depth at opening) _ inches h (height of opening) �~ inches 11/h = ' ConIS•+' 'TroN From Chart: - Q /ft. of opening = - CFS L required - j / - ft. U S F L= ft, -31- 54 C. 13 . rl X305 � l7- 8 2 CuRI,,' OPL'N1'NG (SU,liP) = Z4_O%-DUSI6N Given; 1'� ' �-, �1f 3' i5 c, J-,L (a) Discharge Q(00_ CFS (b) Curb type ToTRL r� = 32-72- 11 Z-7Z i1 (depth at opening) = D-912 inches h (height of opening) - inches ii/h From Chart; Q/ft, of opening = 2 7 CFS L required = 32--72 ft. USF L = Iz ft, • C x 1 S � • rn�! � ! r�'� S7 CF -9 -31- 117-!55 -31- C. 13. !! CLiI1I,' 0PL•'N1NG (SUMP) J.� '� 1. •' ..� Novrk ,4 i,;•� J � Given: !Cj•,;�� - (a) Discharge Q ?; _ ��� CFS (b) Curb type . "" "'� "_z''` &U-Ii-oued Solution: 11 (depth at opening) = 12 inches h (heigl-it of opening) inches From Chart: - Q Jit. of opening CFS L required - 2 0. / - - — 7 ft. U S E L= "— ft. SLE i60 -31- C . 13 . -' ? 5.6.: CP?r 13.43 Ci1i,I;' 0P1 NJ'N'G (SUMP) �'`��,' r3-2,� 6 ' ' Tc rs-qS Given: �- — 17. ,� L (a) Discharge Q CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution; ii (depth at opening) _ inches h (height of opening) - inches 11/h = / From Chart: Q/ft. of opening = 3 J CFS L required - �' � •� j / �• � _ /�•�� U S E L= /0 5 ft, - 31- ft. 5116 C. 13, C IT P, r-,' 0 P E NIT ING ('3TJ'.-\fP) Given: 6 AK (a) Discharge CFS (b) Curb type "` 411 Rolled 6 Solution: 11 (depth at opening) inches 11 (height of opening) inches 11 /h From Chart: QIft, of opening L required CFS U S E L= ft, Oz ft. 5-7 C. B. 11 M 307ate= g -91 t 6 -?t - (s-6 <. L CIjTI&D' 0PENJ\TG (SiJIIP) 1-7- 81 =ZD-3lCF-S Given: ('La iq FPLEA- 32-6 (a) Discharge Q iw = G 7 - Z7 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution; 1i (depth at opening) _ ? inches h (height of opening) = jp inches 11/h 17 From Chart; 2�.17 Q/ft, of opening = CFS L required = 6 / 3 - fs ft. U S F Lft, RNµCF�P a -31- iN59 ' C. J3. L• CIJRPl' OPI✓NI\G (SUAIP) Ncr?7 N Given:� �•L r!1 r� . , (a)Discharge Q , L} • S b ; • CI'S --1P u rr (b) Curb type A-2it rr Dn 4u Rolled 6it Rolled C.,,:telorl • v Solution: II (depth at opening) 1L inches h (height of opening) inches From Chart: Q /ft, of opening = N' :` CFS L required = / S q / �' _ - ' ft. U S F L= ft. • -31- C. B. 11 M3�DB Q0 = 11-327 > rs.2i CtI1;P' OPIJNI\'G (SU:IIP) = 8.80 ( r co C44- C�?2� = lq-5o Given: � (a) Discharge Q = CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = inches h (height of opening) - inches 11/h = / = From Chart: Q/ft. of opening = CFS L required ft. U S F L= ft. r� e/� LJ ' _ 0-7Z CIiTItB' OPf-Nf\TG (SU -AI P) f tr rza C� • 2 5 Ac Given: (a) Discharge Q 2c = O- SC CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled = /2s�� ?� Solution: if (depth at opening) = inches h ()Ieight of opening) inclies - if /h = / From Chart: Q /ft. of opening = CFS L required - / = ft. U S E L= ft, - 31- Given: 62 C. 13. 11 1\1308-A CLIIir;' OPTNJNG (SUMP) k,L.A = O 25 A r 0160 = 3 X0*x (a) Discharge Q = CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = inches 11 (height of opening) = inches 11/h From Chart: Q/ft. of opening = CFS L required = / = ft. U S F L= ft. S e— _31_ V h' 63 B. A ,CUIIB OPENING ( 111tOrceptton ) 1 LINCv� ry � �r ria S• E Given: (a) discharge (??; y r, CF9 (b) street slope S (c) curb type "A-2" III)iI �L J (d) halt street width ti_. g�ftPAC. J 11olution: Therefore yr Q /L L ?!. ,�� / . �: (L for total Interception) TRYs Lp- 2 3 ft. a/y .33/x• =� (�-D--� } Q�,= "• ('S— X--�'�'�- N '_t CFS (Intel cepletl) .. Qr,= 1.42' CFS(CarryuVer) - -35- 64 Qr00 - !�)I-Z3 �,S .7 zl- 6z CURB OYLNI\'G ( Interception ) cl, 6/ Given: (a) discharge Q - CFS (b) street slope S = ' /' (c) curb type "A-2" "D" (d) half street width = ft. Solutiqn: , ; z Q/Sy= /( ) = Therefore y=L Q /L L = / _ (L for total interception) TRY: Y ft. a/y - .33/ _ @P= X - CFS (Intercepted) QC= - = CFS(Carryover) i A -S' -35- C . 13 Ctii;I,• 0PE,NI\TG (SUMP) Given; _ (a) Discharge Q��_ _ 16 - CFS (b) Curb type " ' 4" Rolled 6" Holled "C Solution: II (depth at opening) _ .% ��'` - inches I (Height of opening) inches Ii /h g / ; �.5 = From Chart: „• D Q/ft, of opening = — L required = 16 -7 l - CFS ft. U S E L = — ft, SQL Q(o0 -3I- Given: C. 13 . 1/ i/( �/ o CtII,I',* OPE- NI\'G (SiJ\IP) (a) Discharge Q (C)a = 22> r6 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = 12 inches h (height of opening) inches If 1h From Chart; Q/ft. of opening -- • n CFS L required = 22- 163, / 3-O = 739 ft. U S E L= ft. -31- J C. 13. 11 Ct11;I�• OPENJNIG (S1J11P1) Given: (a) Discharge Q 2s CFS (b) Curb type "� ^" ��" 4" Rolled �--v )-.1 = O. 57-: O -?- 3 : 0--�0 Solution: r4 Iiepth at opening) _ - inches h (height of opening) = inclics 11/h ,10.2 From Chart: ' Q/ft, of opening = �•�` CFS L required = H � 72 / 4' ' USIJ L= ft. sE-E —.si— ft. Given: e CIiT'tD' OPENING (SiJ11P (a) Discharge Q IW = /5--/0 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) _ ► 2 inches h (height of opening) = 1i) inches U From Chart; Q/ft. of opening = = CFS L required X23 ft. U S F L = 6'o ft. -31- C. I3. CIiRh' 0PI.NJNIG (SU\IP) 2.3 7-.f I n•,3�', Given; (a) Discharge Q 25:z _ �� CFS (b) Curb type " " ' 4" Rolled -6LL- al 2 1 44 Jar 'vi = 12_6 1 Solution; II (depth at opening) = 12 inches ~ h ()ieight of opening) - 9 inches From Chart; Q/ft, of opening = CFS L required - L2 / _ - - ft. U S E L= ft. 01oD -�L- Given: C. B. 11 I %." 12 Ct1I;P,' 0PE,NIN'G (SUMP) z�� = (a) Discharge Q ioo = --'' CFS (b) Curb type "A-2" "D" 4" Rolled .61"Rolled Solution: ii (depth at opening) = ! 2 inches h (height of opening) inches ii/h - iZ From Chart: Q/ft, of opening = �' CFS L required = - l - - 7- ft. U S E L= 3 ft. 70 �i `- +7-3L o2og ------------ i ��7:G i,L7.i _ ar r. pis i• •t: _ •J -31- I / � 1 r1 1 C . I3 Ct111T 0P1�NJNNG (SlJ11P) Given: (a) Discharge C2. _ 7 CFS (b) Curb type "" "" "T'S 4" Rolled 6il�ed 2- 2- J Solution: I1 (depth at opening) = I2 inches h (height of opening) = v'/), inches From Chart; Q/ft. of opening = CFS L required - / - ft. U S E L= ft. -31- C. I3. 11 111 313 Ci1I;I,• 0PJ-,NJ\'G (SIJ\IP) i Given: f (a) Discharge Q _ = 20-'S LCFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: ii (depth at opening) _ ! 2— inches h (height of opening) = 1.`= inches From Chart: Q/ft. of opening = 3 CFS L required = 20 ft. U S F L= % ft. -31- -7-c) 6 3. O S 10.11 I0,74t 72 Given: Ct11;I,. 0PJ-,N1\'G (S 1111 P) ... - JAN �P• rr(�i�-'� - (a) Discharge Q � - -, -n CFS (b) Curb type "A-2" "D" 4" Rolled G" llolled Solution: if (depth at opening) _ L inches h (height of opening) �. =r inches IT/h From Chart: Q/ft, of opening = L required CFS USE L= ft, -31- ft. C . 13 . 11 of 00 C I i r IV 0PE,NI\1G (SiJM Given: (ay Discharge Q /00_ CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) _ inches h (height of opening) _ - - inches 11/h= OF From Chart: Q/ft. of opening = CFS L required ft. USI✓ L= ft, -31- C. 13. # 1J Ems' r r; c ✓~ Fm- �•�� _-°4, c t r CtfI,I� OP1J]\Y1\G (SUMP) 1�1r►rN) rte;' /'a,,_ -" _ S �,,: cc!' T�� - 12 6-ce, 1p tG v , Given: _ ��. %! "F.'-j's•s�tz.o)Y-o�V I -r I »-aj 1226-12 - 12:6 !2 —i -o !:4s - (a) Discharge Q Imo_ = q- 3.7 CFS (b) Curb type "A"-2" "D" 4" Rolled 6" Rolled Solution: if (depth at opening) = 12 inches h (height of opening) 10. inches if/h = 12- /ro _ :1- ��` From Chart: Q/ft. of opening = CFS L required U S E L = ft. -31- /•,ter � � ice. r �.�.:�� 4- ft. C. I3 11 C # ?�13 f R. J ' SUMP) CLT II I. OPI-N1\'G ( — ••< - a: .f � ^ i j f �. ^ i � • 01 i. DOJ l• 'f .-.n• � r � Q Given: (a) Discharge r --D _ ' - CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: I; (depth at opening) _ ; 2 inches h (height of opening) = i 0 inches 11/h From Chart: Q/ft, of opening = L required CFS U S E L= 6° ft, -31- ft. 1 a� CML ENGINEERINO • LAND PLANNING • LAND SURVEYING stASCT �r DATE *0 NO. $WET or JAUZ ®i ` -- f 262,8 /L r- _ .'jam_ Yo m Tc. s ,dYdl4,48tE Ar 2 zj uSE _ Y I>EP�1, r � 3186•L AIRWAY AVENUE a COSTA MESA, CALIronN;A 92826.4675 • (714) 641.8111 -7s 'N i Ag 6! lie?6"W44to`�o CML ENGINEERING • LAND PLANNING • LAND SURVEYING SUORCY oar[or 2,5.5 �j7 1 /0/7417 0.1 0417 Ye Q1.A Fp Jr Tc. .2 D -7_.r _,A7 ,dY,d144,5Zf Af, Jot AL (cIr f�a' = / Ar c A100 OF 1.2 3166-L AIRWAY AVENUE COSTA MESA, CALirOnN;A 92826.4675 • (714) 641.8777 -716 -77 Ila Wag g! 0t, CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY DATE I108 NO f3" '?A Q- CFS ILI- - = SHEET OF 317; REDHILL -:ENUE 0 COSTAMESA. CALIFORNIA 92626.3428 0 (714) 641-8777 Rote CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING suenct 0� NO, {N[[T 01 X2610.62 TC use 3186•L AIIIWAY AVENUE • COSTA MES& CAL11"011N;A 92626.4675 • (714) 641.8777 IN 1 1- n h 9 9! CML ENGINEERING • LAND PLANNING • LAND SURVEYING 3186-L AIRWAY AVENUE 0 COSTA MES& CALironN;A 92826.4675 9 (714) 641.8777 -79 4 N v �2iea CIVIL ENGWEERING • LAND PLANNING • LAND SURVEYING suemcl Olt 13AFt AQ. swfy OF C 2,5 7. /S 7"C - uSE 3186-L AIRWAY AVENUE • COSTA MESA, CALironNA 92626.4675 (714) 641.8777 N 1 n h 9 6! 20"W44'0 Rote CIVIL ENGINEERING • LAND PLANNTNG • LANG SURVEYING sueptCT my 7AIt xx ►rp. PK(T o S. s7A . z6+25 .0 i 2 moo? ,2 6 fE I L 4 q .E( •► `. �__.._..._. � Citi jrr./'ii)�-/•`����.__...? T �• , -- t -�.� � _�- _ .�iDr•rt7 Oi or.�7 -;T� /26.7 12-4 t a /1 .-F Tc. I 1 N.c'_L. 12-44.8/ .s/L= ,NVQ/L.48LE h y (CF fig) '' QED? �, i,' �, ��? tip NG IV 'r 2.4 cFS K= lxo 1c of 7 cr- rB 4 Y7� n .ter / 3186•L AmWAY AVENUE • COSTA MESA• CAL,IEORN;A 92826.4675 • (714) 641.8777 t we g! 4070"W40"o i2c, CIVIL ENGINEEMNO • LAND PLANNING 0 LAND BURVEYWO I StAxct my .6,ISAI J1141- MIT 0AFj or I uSE V DEQ , 3186-L AmWAY AVENUE • COSTA MESA, CALironN;A 92826.4675 • (714) 641.8771 M., CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBIECT BV /NLET• DATE 108 NO. SHEET OF ��Pv.P,O.eY , /M MR&zZlEll GROUrtiO r t 'H"MUST BE >/.2 x%29 t SFS 12 3s s� SLOPE 72:�' p T/c.61.=/- - \ � r r/G AV,411XBLP- // = FT Q. c/ -'W ioo6 �C� I3 • % L F DF.2 A^ 7'.6-1 1227.63 �.:...... 4-2� F� 2 2 �� �2 �_6'D /4 tea_°fT >,PEiPD y o 6 r�T. r_ 1 2 38 -? 1 23 S-- 7 - F.!3 _ LfZ� 2- �, L-2 = 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92828-3428 • (714) 841-8777 I j - n h .9 6! 470"44to 94ce MI. ENGINEERING • LAND PLANNING • LAND SURVEYING stmxcTI:d,M BZIA�' JAI 1 *9 Mo. Imtf 01 ,41 . 11? 5 - -3 .-12 32-- fL At 'WaJ7 >12 s -/Z 1-7,4 4 1. 121.8 G 3186-L A111WAY AVENUE COSTA MESA, CALironNiA 92826.4675 • (714) 641.8777 I Y- Q/, A FOPS C.8 47 4: Tc. Oil- ic JL cps k= A'CP o r- 4 1.2 A ass 3186-L A111WAY AVENUE COSTA MESA, CALironNiA 92826.4675 • (714) 641.8777 I 04® CML ENGINEERING • LAND PLANNING 0 LAND SURVEYING svencr CX"Cll fZ141 J11,4Z Kr/77 Jft,_j 17 I)O@P#O. Of M 307 ei r L IL C7 L Atasr ac J2 3o.2 -o 7. 7 2- 26 - 50. 12.2 1 73 Y" Fps 26 `7 Z -Z &11 ,dYA14.48ZE ti 0, C"rs (cicf��, A14 L o r- j r,6 -4 USE 3166-L AIRWAY AVENUE 9 COSTA MESA CALironN;A 92626.46)5 s {'t4) 941.6777 11 I CML ENGINEERING • LAND PLANNING • LAND SURVEYING suemcl w r TATE @WET of J//Idz yl 2) 0 8f76 -7s w4alr lz >12 "J"(.' rami -I'LWA dl 1!4-37 Fps C8 ,rc. -2 0,70 (cic 6w Iva -9 CSS All, zir or- -4 usf 3186-L AIRWAY AVENUE a COSTA MESA, CALironN;A 92626.4675 • (714) 641.8771 I 87 X?g 9 to?O""4to gC® CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBlECTCATG'i� ��fSI/vAi{/AL f/sZ5' BY i DATE JOB k0. SHEET OF m �pa Ila FOS ?EAlC FLD�t/ 71 1 2 : ooF �� 2L _L�' 2 y�_ F% 116L 12 2 7- 5fL= /�% % � Q- D -5o CSS levs i5-7 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626.3428 0 (714) 641-8777 A Ila we g 2"ew4o-4 got, CML ENGINEERING • LAND PLANNING • LAND SURVEYING SMICT NY *0 No. pear co t:d1-r11,6z11q1 ms I I f 'i -A I- - �� 'al- >/2 s"Z 12-Z ,F6 12P� y. 01,A coPJr Tc. 2 o7 de Ald w 23.07 20 4 3 cv- 1q:- � ,� GCSE 3186-L AIRWAY AVENUE • COSTA MES& CALironN;A 92826.4675 • (714) 641.8777 m 39 we ev- g4cs CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING I susitcy By DAIE *0 No. Of of 'Muir Zf-C >12 S71Z 76. L PIA FoPr C-8 kY, At AL �CF F��) = cur Iva A160 L or- r6 4 GCSE Y DEQ , 3186-L AIRWAY AVENUE a COSTA MESA. CALironN;A 92626.4675 # (7 t 4) 841.8771 .o X�g e'r- 6.1 CIVIL ENGINEERING • LAND PLANNING o LAND SURVEYING SUDIECT EY TATE 10! 110. NNW 0f n,1 I >12 ,jzL 1. 1 ----�----•-----------�� cul y- CIA AS FPS cs O w AM L. Cie N6 Zr of ->< 3186-L AIRWAY AVENUE 0 COSTA MESA, CALironNIA 921128.4975 0 ('14) 641.8777 9/ we 6--) got# CIVIL ENGINEERING • LAND PLANNING • LAND SUnVEYINO SUBJECT SV OAIE JOB NO — SHEET Of rAl-rll Isz/N dtiQ[ YTIS ' IS . D. sm l+�P03 Tc, ,�V,4/L,4ELE �► _ Q „ 20.3 -7 CFS Y. v/,i — 3 -42 Foos A-9 .27 1 �7 9.3 uSE V / D FP712/ , 3186-L AlnWAY AVENUE 0 COSTA MESA. CALIEonNIA 92628.4675 6 (114) 641.8111 G CIVIL ENGINEERING • LAND PLANNING • LAND SUFIVEYING sverccr By 7ATE _ roe No. BHEEr of r -9"1 14-(:8 �. 0 -�� Y2. T.C..-�� ,�i;4/L�1�tE � � _ �CF � f�a, _ '' �'E�71J. �,' � •`� C3E' N4 Q s - CFS /CT, uslf it v 3186-L AIRWAY AVENUE a COSTA MESA. CALironNIA 92926.4815 o (7 14) 841.8111 q I -A-- Ek W-ze F'r- *c® ® CIVIL ENGINEERING • LAND PLANNING • LAND WFIVEYING suerEct BY JUTE ►oe NO. SHEET or CJ; cr' B4S/iV A/S/QL Kr/S 3185-L AIRWAY AVENUE 0 COSTA MESA, CALWOI1NIA 92928.4875 0 (714) 841.8777 *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .010000 (Ft./Ft.) = 1.0000 Given Flow Rate = 10.74 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0100 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 45.00 Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break (Ft./Ft.) = Slope from Grade Break to Crown (Ft./Ft.) = Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) = Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = Depth of flow = .535 (Ft.) Average Velocity = 4.14 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 11.20 Flow Velocity(Ft./Sec.) = 3.70 Depth*Velocity = 1.98 (Ft.) = 12.00 .040 .020 19.00 .020 .013 Calculated flow rate of total street channel = 10.74 (CFS) Flow rate in gutter = 4.48 (CFS) STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are for: Channel 1 - If STREET, property line to outside edge of gutter - If V -GUTTER, property line to start of V -Gutter Channel 2 - STREET, outside edge of gutter to crown V -Gutter, in V -Gutter itself Channel 3 - V -Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 7.29 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.705 Subchannel Critical Flow Area(Sq. Ft.) = 1.66 Froude Number Calculated = .999 Subchannel Critical Depth above invert elevation = CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 10.87 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.646 Subchannel Critical Flow Area(Sq. Ft.) = 2.36 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .772 .602 W *********************** CHANNEL CROSS-SECTION PLOT ************************ ipth of flow = .53 Feet = "W" HALF -STREET FLOW CROSS SECTION Critical depth for Channel No.1= .77 Feet , _ "c" Critical depth for Channel No.2= .60 Feet , _ "c" X (Feet) Y(Feet) Y -Axis-> .00 1.05 1.00 1.03 2.00 1.01 3.00 .99 4.00 .97 5.00 .95 6.00 .93 7.00 .91 8.00 .89 9.00 .87 10.00 .85 11.00 .83 12.00 .81 13.00 .79 14.00 .77 15.00 .75 16.00 .73 17.00 .71 18.00 .69 19.00 .67 20.00 .08 21.00 .17 22.00 .21 23.00 .25 24.00 .29 25.00 .33 26.00 .37 27.00 .41 28.00 .45 29.00 .49 30.00 .53 31.00 .57 32.00 .61 33.00 .65 34.00 .69 35.00 .73 36.00 .77 37.00 .81 38.00 .85 39.00 .89 40.00 .93 41.00 .97 42.00 1.01 43.00 1.05 44.00 1.09 45.00 1.13 46.00 1.17 47.00 1.21 ------------------------------ .0 .4 .8 X X X X X X X X X X X X X X X X Xc Xc X c X c X W c X W c X W c X W c X W c X W c X W c X W c X W c XW c X c Xc X X X X X X X X X X X X X X X X .6 W1 *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .004800 (Ft./Ft.) _ .4800 Given Flow Rate = 12.29 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0048 Mannings "n" value for street = .015 Curb Height (In.) = 8. Street Halfwidth (Ft.) = 45.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) = .040 Slope from Grade Break to Crown (Ft./Ft.) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 19.00 Slope from curb to property line (Ft./Ft.) = .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .013 Depth of flow = .632 (Ft.) Average Velocity = 3.23 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 13.63 Flow Velocity(Ft./Sec.) = 2.99 Depth*Velocity = 1.89 Calculated flow rate of total street channel = 12.29 (CFS) Flow rate in gutter = 4.19 (CFS) STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are for: Channel 1 - If STREET, property line to outside edge of gutter - If V -GUTTER, property line to start of V -Gutter Channel 2 - STREET, outside edge of gutter to crown V -Gutter, in V -Gutter itself Channel 3 - V -Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 2.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 4.073 Subchannel Critical Flow Area(Sq. Ft.) = 1.03 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .598 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2: Subchannel Critical Flow Top Width(Ft.) = 12.06 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.785 Subchannel Critical Flow Area(Sq. Ft.) = 2.91 Froude Number Calculated = .999 Subchannel Critical Depth above invert elevation = .649 *********************** CHANNEL CROSS-SECTION PLOT ************************ ,pth of flow = .63 Feet ,_ "W" HALF -STREET FLOW CROSS SECTION Critical depth for Channel No.1= .60 Feet , _ "c" Critical depth for Channel No.2= X (Feet) Y(Feet) Y -Axis-> .00 1.05 1.00 1.03 2.00 1.01 3.00 .99 4.00 .97 5.00 .95 6.00 .93 7.00 .91 8.00 .89 9.00 .87 10.00 .85 11.00 .83 12.00 .81 13.00 .79 14.00 .77 15.00 .75 16.00 .73 17.00 .71 18.00 .69 19.00 .67 20.00 .08 21.00 .17 22.00 .21 23.00 .25 24.00 .29 25.00 .33 26.00 .37 27.00 .41 28.00 .45 29.00 .49 30.00 .53 31.00 .57 32.00 .61 33.00 .65 34.00 .69 35.00 .73 36.00 .77 37.00 .81 38.00 .85 39.00 .89 40.00 .93 41.00 .97 42.00 1.01 43.00 1.05 44.00 1.09 45.00 1.13 46.00 1.17 47.00 1.21 .65 Feet , _ "col .0 .4 .8 ------------------------- X X X X X X X X X X X X X X X X X X X X cW cW W W W W W W X W X W X W X W XW X X X X X X X X X X X X X X X .6 90,00coo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SLISJECT --, TBy T pia r �� DATA /,¢�(��i•- JnR NO ., SHEET OF ' ,� ,• ` _ S�NITA Y'AfzrADp-i EAST !-prt�f tip i�?"r 1�lRy 1�rCST ►rv3E-Pt:,.i D L N CG kfAy �1 1:! /AMS'�urg 1 20 w rF�; W (1'/w1 AceA p '�}'r''i 0-i7 2 0-170 2-17 0.078 3-06 0.20 2 -75 0 �4 1 2.95- 0.082 4.51 0.25- 4.00 0-4r0 4 -IS 0.097 8-98 0.3o 5.25 0.61t1 SS'` 0-II5 15.02 C. 3E 46-50 0-935- 6-94 0-134 24.49 0-40 7. 7,S 1- Z91 8-I6 0.156 37-.37 0-41 G.9. a -cc t. �'� 8 ?" 0.163 40-44 0.4 3 9.60 , - 5 9 c, -4L- o- 163 45--,49 0.4s 10.00 1.729 10-41 o -I65- 51.53 0.48 11 Sb 2-- OS2 M-00 0-17/ 6 2- 63 0 -so 12-,o .2-212 17 02 --174 7/-3d 0.52 1-150 2 - Ss2 A-" 0-182 a 1.11 r-54 //t-5^ 2- 832 15 --ab 0.186 92-07 0-LIb 1550 3.132 16.08 0-195- 104.34 56 f6-50 3-451 17. 10 0.202 117-73 6D 1 7- 50 :3 742 1912 209 132-30 �.r.1 3- 70 8 6? 0.213 Ili: -27 0.6 S 20,00 C R^'r'^. 4 ? 175. jr3 20 -CO 22 j$ 77r 440 ID7SS70 ■ 97 N In Ag 9- lo"W44t4 Rote CIVIL ENGINEERING a LAND PLANNING • LAND SURVEYING C 7AU IT tX 24- �3 I � J , � ,MUST lz >12 >;`vo .� �/L �,-�, ���--_ .5/oi•�h Dian .- ..,--•- -.T- Y- Q ,A ��i� FPS T.C. - �, �" /�� !� lS�'y) ' --�� � Qf� 1). !, I • � Cif' NG 3186•L AmWAY AVENUE 4, COSTA MESA, CA1LironNfA 92628.4675 (714) 841.8777 I 98 N P n E '[899 5O99 /0/ .1 EAST VILCAGE LCNE B T2 0 25-100 YR 3 J.M., JN 3810-020, 2/06/1989 5170.001247.57 1 1253.60 f 3267.671248.24 1 .013 .00 .00 0 JX 5272.341248.27 1 2 .013 14.4 1250.00 45.00 5332.341248.63 1 .013 .00 .00 0 ( 5337.011248.65 5 .013 .00 .00 0 R 5732.811250.15 5 .013 11.58 .00 0 Ir 5737.571250.17 5 4 .013 25.8 1250.65 77.60 .00 0 5768.941250.29 5 .013 1.00 .00 0 6131.631251.75 5 .013 12.17 .00 0 R 6136.301251.78 5 .013 .00 .00 1 6553.961255.57 5 .013 14.01 .00 0 6572.911255.75 5 .013 24.13 .00 0 R 6590.791255.91 5 .013 22.76 .00 0 R 6651.511256.46 5 .013 .75 .00 0 ( 6656.181257.71 8 6 7.013 25.1 9.71258.211258.96 39.22 55.25 6920.161262.72 8 .013 10.47 .00 0 R 6924.831262.81 8 .013 .00 .00 1 c 7232.491268.18 8 .013 10.56 .00 0 ( 7237.161268.68 10 9 .013 31.4 1268.93 52.40 7278.181269.27 10 .013 1.68 .00 0 R 7300.571269.60 10 .013 53.59 .00 0 7349.831270.31 10 .013 2.55 .00 0 ( 7354.501270.56 13 11 .013 22.2 1270.68 60.00 R 7511.711273.14 13 .013 13.45 .00 0 R 7700.061276.24 13 .013 10.90 .00 0 7704.721276.30 13 .013 .00 .00 1 7859.931277.85 13 .013 9.12 .00 0 R 8051.551279.77 13 .013 16.10 .00 0 Q 8056.221279.81 13 .013 .00 .00 0 3121.811280.47 13 .013 86.49 .00 1 8301.231282.28 13 .013 .00 .00 0 SH 8301.231282.28 13 1282.28 1 4 0 .00 4.00 .00 .00 .00 .00 2 4 0 .00 2.00 .00 .00 .00 .00 LD 3 4 0 .00 4.25 .00 .00 .00 .00 CD 4 4 0 .00 3.00 .00 .00 .00 .00 5 4 0 .00 4.25 .00 .00 .00 .00 6 4 0 .00 2.50 .00 .00 .00 .00 CD 7 4 0 .00 1.75 .00 .00 .00 .00 rn 8 4 0 .00 3.00 .00 .00 .00 .00 1 9 4 0 .00 2.00 .00 .00 .00 .00 -j 10 4 0 .00 2.50 .00 .00 .00 .00 CD 11 4 0 .00 2.00 .00 .00 .00 .00 13 4 0 .00 2.25 .00 .00 .00 .00 14 4 0 .00 4.25 .00 .00 .00 .00 Q 18.7 .0 102 t* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE 8 Q 25-100 YR J.M., JN 3810-020, 2/06/1989 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xwxwxwwwxxx*wx,rxxxxwxxx*t*,ex*wwwxtw*xwxxwwwx,t,krrxwxwwwxxw,txxxxxwwxwxwwxwxxwwwxxxxw*xwwxwwwwxwwwwxwxxwwxx,r*xa-r*x*w*wxxxxxxxwwwxx,rwwwx 5170.00 1247.57 6.030 1253.600 147.3 11.72 2.134 1255.734 .00 3.574 4.00 .00 .00 0 97.67 .00686 .010516 1.03 4.000 .00 .0 0 5267.67 1248.24 6.387 1254.627 147.3 11.72 2.134 1256.761 .00 3.574 4.00 .00 .00 0 -lUNCT STR .00643 .009538 .04 .00 .0 5272.34 1248.27 7.080 1255.350 132.9 10.58 1.737 1257.087 .00 3.441 4.00 .00 .00 0 u 60.00 .00600 .008560 .51 4.000 .00 .0 0 5332.34 1248.63 7.233 1255.863 132.9 10.58 1.737 1257.600 .00 3.441 4.00 .00 .00 0 .0 ,UNCT STR .00429 .007377 .03 .00 5337.01 1248.65 7.620 1256.270 132.9 9.37 1.363 1257.633 .00 3.428 4.25 .00 .00 0 0 395.80 .00379 .006195 2.45 4.250 .00 .0 0 5732.81 1250.15 8.670 1258.820 132.9 9.37 1.363 1260.183 .00 3.428 4.25 .00 .00 0 .0 IUNCT STR .00418 .005109 .02 .00 5737.57 1250.17 9.586 1259.756 107.1 7.55 .885 1260.641 .00 3.090 4.25 .00 .00 0 0 31.37 .00383 .004023 .13 3.587 .00 .0 5768.94 1250.29 9.610 1259.900 107.1 7.55 .885 1260.785 .00 3.090 4.25 .00 .00 0 362.69 .00403 .004023 1.46 3.482 .00 .0 u 6131.63 1251.75 9.675 1261.425 107.1 7.55 .885 1262.310 .00 3.090 4.25 .00 .00 0 0 4.67 .00643 .004023 .02 2.851 .00 .0 6136.30 1251.78 9.708 1261.488 107.1 7.55 .885 1262.373 .00 3.090 4.25 .00 .00 0 417.66 .00907 .004023 1.68 2.535 .00 .0 0 6553.96 1255.57 7.668 1263.238 107.1 7.55 .885 1264.123 .00 3.090 4.25 0 0 18.95 .00950 .004023 .08 2.497 .00 .00 .00 .0 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25-100 YR J.M., JN 3810-020, 2/06/1989 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD -EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR wxwwxx*wwwwwxwxxwxxwxxxxxxxw,rxwxxxwwwwxwwwwxx*,rxwwwxx*x*xxxxxx*xxxwxxwxxxxx*,rxwwxwxwwxxwwwwwwwxxxx*wwxwxx**x*xwwww*wwwwwx*wxx,rwxwx 0 6572.91 1255.75 7.656 1263.406 107.1 7.55 .885 1264.291 .00 3.090 4.25 .00 .00 0 0 17.88 .00894 .004023 .07 2.547 .00 .0 6590.79 1255.91 7.657 1263.567 107.1 7.55 .885 1264.452 .00 3.090 4.25 .00 .00 0 60.72 .00906 .004023 .24 2.536 .00 .0 0 6651.51 1256.46 7.367 1263.827 107.1 7.55 .885 1264.712 .00 3.090 4.25 .00 .00 0 .0 "'UNCT STR .26767 .007886 .04 .00 6656.18 1257.71 6.000 1263.710 72.3 10.23 1.624 1265.334 .00 2.687 3.00 .00 .00 0 .0 u 263.98 .01898 .011750 3.10 2.004 .00 0 6920.16 1262.72 4.203 1266.923 72.3 10.23 1.624 1268.547 .00 2.687 3.00 .00 .00 0 .0 4.67 .01929 .011750 .05 1.993 .00 6924.83 1262.81 4.249 1267.059 72.3 10.23 1.624 1268.683 .00 2.687 3.00 .00 .00 0 0 198.31 .01745 .011750 2.33 2.067 .00 .0 0 7123.14 1266.27 3.199 1269.470 72.3 10.23 1.624 1271.094 .00 2.687 3.00 .00 .00 0 .0 YDRAULIC JUMP .00 7123.14 1266.27 2.157 1268.428 72.3 13.29 2.741 1271.169 .00 2.687 3.00 .00 .00 0 .0 0 24.09 .01745 .015395 .37 2.067 .00 - 7147.23 1266.69 2.185 1268.877 72.3 13.10 2.667 1271.544 .00 2.687 3.00 .00 .00 0 45.19 .01745 .014368 .65 2.067 .00 .0 i '92.42 1267.48 2.288 1269.768 72.3 12.50 2.425 1272.193 .00 2.687 3.00 .00 .00 0 .0 L 23.52 .01745 .012929 .30 2.067 .00 7215.94 1267.89 2.402 1270.293 72.3 11.91 2.204 1272.497 .00 2.687 3.00 .00 .00 0 .0 12.46 .01745 .011726 .15 2.067 .00 1 F0515P PAGE 3 WATER SURFACE PROFILE LISTING 103 EAST VILCAGE LCNE B Q 25-100 YR J.M., JN 3810-020, 2/06/1989 RTATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxwxxxxwwwxxxxxxxxwxwwxwwxxxxxwwwwwxxwxxxxxwwxwwxwwwxwxwwwxwxxwxxxxwwwxwwxwxwxwxxxxwwwxwxxxxwwwwwxxwwwwwwxxwwxwwwwwwxwwwxwxwwww 7228.40 1268.11 2.531 1270.640 72.3 11.36 2.004 1272.644 .00 2.687 3.00 .00 .00 0 .0 0 4.09 .01745 .010784 .04 2.067 .00 n 7232.49 1268.18 2.687 1270.867 72.3 10.83 1.821 1272.688 .00 2.687 3.00 .00 .00 0 .0 UNCT STR .10707 .010165 .05 .00 _ 7237.16 1268.68 3.578 1272.258 40.9 8.33 1.078 1273.336 .00 2.148 2.50 .00 .00 0 .0 0 41.02 .01439 .009943 .41 1.740 .00 - 7278.18 1269.27 3.425 1272.695 40.9 8.33 1.078 1273.773 .00 2.148 2.50 .00 .00 0 .0 22.39 .01474 .009943 .22 1.723 .00 u 7300.57 1269.60 3.484 1273.084 40.9 8.33 1.078 1274.162 .00 2.148 2.50 .00 .00 0 .0 0 49.26 .01441 .009943 .49 1.740 .00 7349.83 1270.31 3.300 1273.610 40.9 8.33 1.078 1274.688 .00 2.148 2.50 .00 .00 0 .0 UNCT STR .05353 .006795 .03 .00 0 7354.50 1270.56 4.301 1274.861 18.7 4.70 .343 1275.205 .00 1.512 2.25 .00 .00 0 .0 n 157.21 .01641 .003646 .57 1.085 .00 7511.71 1273.14 2.321 1275.461 18.7 4.70 .343 1275.804 .00 1.512 2.25 .00 .00 0 .0 5.84 .01646 .003613 .02 1.084 .00 0 7517.55 1273.24 2.250 1275.486 18.7 4.70 .343 1275.829 .00 1.512 2.25 .00 .00 0 .0 " 12.01 .01646 .003376 .04 1.084 .00 7529.56 1273.43 2.062 1275.496 18.7 4.90 .373 1275.869 .00 1.512 2.25 .00 .00 0 .0 unYDRAULIC JUMP .00 0 7529.56 1273.43 1.084 1274.518 18.7 9.86 1.510 1276.028 .00 1.512 2.25 .00 .00 0 .0 104.33 .01646 .015813 1.65 1.084 .00 F0515P PAGE 4 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25-100 YR J.M., JN 3810-020, 2/06/1989 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR _,rwxwxxwwxxxwwwxwwwxxxwwxwwwwxxwwwwxwxxwxxxwxwxww,rwxwxxxwxwxwwwwwwx*xxwxxwwxxxxxwwwxw*xwxwwxwwxwxwwwwxxxwwwwwxxwxwwxwwwwwxwxwwwwwww 0 7633.89 1275.15 1.114 1276.265 18.7 9.52 1.408 1277.673 .00 1.512 2.25 .00 .00 0 .0 37.53 .01646 .014167 .53 1.084 .00 7671.42 1275.77 1.156 1276.924 18.7 9.08 1.280 1278.203 .00 1.512 2.25 .00 .00 0 .0 0 17.94 .01646 .012482 .22 1.084 .00 0 7689.36 1276.06 1.201 1277.265 18.7 8.66 1.164 1278.429 .00 1.512 2.25 .00 .00 0 .0 10.70 .01646 .011011 .12 1.084 .00 7700.06 1276.24 1.249 1277.489 18.7 8.25 1.057 1278.547 .00 1.512 2.25 .00 .00 0 .0 0 4.66 .01289 .010177 .05 1.165 .00 " 7704.72 1276.30 1.260 1277.560 18.7 8.16 1.035 1278.595 .00 1.512 2.25 .00 .00 0 .0 155.21 .00999 .010028 1.56 1.260 .00 u 7859.93 1277.85 1.260 1279.110 18.7 8.16 1.035 1280.145 .00 1.512 2.25 .00 .00 0 .0 0 104.45 .01002 .010028 1.05 1.260 .00 7964.38 1278.90 1.260 1280.156 18.7 8.16 1.035 1281.191 .00 1.512 2.25 .00 .00 0 .0 87.17 .01002 .009942 .87 1.260 .00 0 8051.55 1279.77 1.267 1281.037 18.7 8.11 1.021 1282.058 .00 1.512 2.25 .00 .00 0 .0 n 4.67 .00857 .009942 .05 1.322 .00 2056.22 1279.81 1.260 1281.070 18.7 8.16 1.035 1282.105 .00 1.512 2.25 .00 .00 0 .0 _ 65.59 .01006 .010028 .66 1.260 .00 0 8121.81 1280.47 1.260 1281.730 18.7 8.16 1.035 1282.765 .00 1.512 2.25 .00 .00 0 .0 63.77 .01009 .010028 .64 1.260 .00 8185.58 1281.11 1.260 1282.373 18.7 8.16 1.035 1283.408 .00 1.512 2.25 .00 .00 0 .0 C 66.22 .01009 .009723 .64 1.260 .00 F0515P PAGE 5 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25-100 YR J.M., JN 3810-020, 2/06/1989 10¢ STATION INVERT DEPTH W. S. 0 VEL VEL ENERGY SUPER CRITICAL 5331.40 HGT/ BASE/ ZL NO AVBPR 5428.25 ELEV OF FLOW ELEV 5492.81 HEAD GRD.EL. ELEV DEPTH 5589.65 DIA ID NO. PIER L/ELEM SO 5718.77 5751.05 I C H W E SF AVE HF 5815.61 1 C H W E NORM DEPTH 5880.18 ZR 5912.46 5944.74 5977.02 6009.30 6041.58 6073.86 c 51.80 1281.78 1.284 1283.065 18.7 7.97 .987 1284.052 .00 1.512 0267.54 2.25 .00 .00 0 .0 0 31.03 .01009 6396.67 6428.95 .008875 .28 6493.51 1.260 6558.07 .00 6590.35 I C H 8282.83 1282.09 1.336 1283.430 18.7 7.60 .897 1284.326 .00 1.512 2.25 .00 .00 0 .0 11.86 .01009 .007853 .09 1.260 .00 0 8294.69 1282.21 1.391 1283.605 18.7 7.25 .815 1284.420 .00 1.512 2.25 .00 .00 0 .0 5.14 .01009 .006960 .04 1.260 .00 8299.83 1282.27 1.449 1283.715 18.7 6.91 .741 1284.456 .00 1.512 2.25 .00 .00 0 .0 1.40 .01009 .006173 .01 1.260 .00 0 8301.23 1282.28 1.512 1283.792 18.7 6.58 .673 1284.465 .00 1.512 2.25 .00 00 0 .0 EAST VILCAGE LCNE B 0 0 25-100 YR 0 J.M., JN 3810-020, 2/06/1989 5170.00 I CH W E 5202.28 5234.56 5266.84 5299.12 1 CH W E 5331.40 I CH W E 5363.68 I CH W E 5395.96 I C H W E 5428.25 5460.53 5492.81 5525.09 5557.37 5589.65 5621.93 5654.21 5686.49 5718.77 5751.05 I C H W E 5783.33 I C H W E 5815.61 1 C H W E 5847.90 5880.18 5912.46 5944.74 5977.02 6009.30 6041.58 6073.86 6106.14 6138.42 I C H 6170.70 I C H 6202.98 6235.26 0267.54 6299.83 6332.11 6364.39 6396.67 6428.95 6461.23 6493.51 6525.79 6558.07 I C H 6590.35 I C H WE W E W E W E R R JX R JX R R R R R R 6622.63 I C H W E R 6654.91 I c H W E JX 6687.19 I CH W E R 6719.47 6751.76 6784.04 6816.32 6848.60 , 6880.88 6913.16 6945.44 I CH W E R 6977.72 I CH W E R 7010.00 7042.28 7074.56 7106.84 7139.12 1 CHW E R 7171.41 1 WCH E R 7203.69 I W X E R 7235.97 I WX E R 7268.25 I WCH E R 7300,53 I XH E R 7332.81 I X E JX 7365.09 1 CH W E R 7397.37 1 CH W E R 7429.65 I CH W E R 7461.93 I CH W E .Ix 7494.21 1 C H WE R 7526.49 I C XE R 7558.77 I C XE R 7591.05 I CWX R 7623.33 1 W C X R 7655.62 I WC HE R 7687.90 I WC X R 7720.18 I WC X R 7752.46 1 WC x R 7784.74 1 X x R 7 817.02 7849.30 7881.58 I WC X R 7913.86 7946.14 7978.42 I x X R 8010.70 8042.98 8075.27 I WC X R 8107.55 I We x R 8139.83 I We x R 8172.11 8204.39 I x x R 8236.67 8268.95 1 x X R 8301.23 I x x R 1247.57 1251.27 1254.96 1258.66 1262.35 1266,05 1269.75 1273.44 1277.14 1280.83 1284.53 0 T E S GLOSSARY = INVERT ELEVATION = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER /D6 B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY C.B. 0il,300 107 CURB OPENING ( Interception ) ST•S,,—H Z32� 31.-j-( 5b s;R 73tdZ.y4 Given: (a) discharge Q oo = Z7, vU CFS (b) street slope S = O. 0/7Z 1/1 (c) curb type "A-2" "D" (d) half street width = / 2 ft. Solution: Q/S�z= X1'0{� /( b.c�i�Z )�z= SII �? Therefore y== Q /L L = .z 8oJ 0.1105 = 39.13 (L for total interception) TRY: 1,--,20- ft. Lpl L C.,/ S/ -3q-12(1 I Z a/y = .33/ ')•69 = VQ J QP: i 7 X (� , �Q7 - J.5 CFS (Intercepted) Qc= J7' r3o - S5 Zi -?6 CFS(Carryover) -35- C. 13. a —301 /O9 CUI,It' 0PT:NJ'NG (StTIIP) A ILI Given: (a) Discharge Q 100 = ` CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled 7 Solution: 11 (depth at opening) inches h (height of opening) inches I From Chart: Q/ft. of opening = CFS L required = ` ( ' / _: -0 U S F L= ft. -31- /09 C . 13 . 11 7�30 Z CLII;I)' 0P1:1TI\G (SUMP) .`err-• � ; �} _ �'J -+ ; 0 , Given: (a) Discharge Q /-10 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: iI (depth at opening) _ inches h (height of opening) _ �, y inches From Chart: Q/ft. _of opening = CFS � . 75 = ? h � L required = i - ft. U S E L= ft. -31- C. 13 2 CITI,h' 0PT NJN,,'G (SU1IP) viL G iAMSd�/'� I Given: • (a) Discharge Q oo_ = s 37+ Z� CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled L6V • ( 0 FT = Z 66.62 1266 •7a /Z 6S-73 Solution: if (depth at opening) - 10, 6 inches h (11eig)-it of opening) - �,, inches 11/h 681 From Chart: ' • Q/ft. of opening = ;) CFS c( 6 Z ^ J - L required = / ' ' _ • -i ft. 3 USF L= ft. -31- -74 aot67 20 C. B. CURB OPLNI\TG ( Interception ) Li.✓�OL.E/ Looj- Given: (a) discharge Q l)o = 13.2 q CFS (b) street slope S = �.o? -! '/' DP-F7A (c) curb type "A-2" "D" •�'-,�E+' = 11 ,5.� (d) half street width = 70 ft. Solution: Q/S�zD , )L t -i )�z- 45 Therefore y= Q /L = 55 L= 13, �� / O j o 3 3 (L for total interception) o! TRY: Lp= ft. YL a/y = .33/ Q = QP= X = CFS (Intercepted) Qc= - CFS(Carryover) -35- j-7.t66 ►u ST, srµ = ^,6t 67,51 C. B. A 1,30 CURB OPENING ( Interception-�_ z Al Given: (a) discharge CFS (b) street slope S 4 (c) curb type A-2 D 4 (d) half street width = Z c) Solution: Q/S� Therefore y= Q /L L (L for total interception) TRY: Lp= it. v c — - 0 YL a/y .33/ I Q 3 Y QP= X = CFS (Intercepted) QC= - CFS(Carryover) -35- //2 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING svelEcr By "s "9 swit of C,d,-Z;�',5Z11V KfIX FD tA L tE -t 52 yy QS I k -T -is 07 . L p cl _ �r/ -3 ..i F I // USE -1. / 311 IV o6p7;V, 3186-L AlnWAY AVENUE 0 COSTA MESA. CALironNIA 92926.4675 0 (714) 641.8777 PIA Fps c /'.S CY, (7 6 ..i F I // USE -1. / 311 IV o6p7;V, 3186-L AlnWAY AVENUE 0 COSTA MESA. CALironNIA 92926.4675 0 (714) 641.8777 //4- 47 h err otm CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUOMCT By ros NO. e►Tt[T a 4: cr' B4S/N ,d VAI- YJ/S �-- r 30/ LINt � - -A rTZ-k.SI,G C �' , /Z77SZTc I , r�vxur fE >12 1:o �S1L is i•,`, �; �- :' - - - ...- --��� ---...._._ ..._ . ...-- -•-�- I I �0 Y- VIA /2 -7Z = 6 rr l7 L - L --ink j �'� 7-Y = TC. / Z 7 7, 31•y8 2 AL A'00 uSE ` • %=l Y � DEQ , 3185-L AIRWAY AVENUE 0 COSTA MESA, CALIronNIA 929294815 0 (714) 841.8117 Rote CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING sue)(cT er-7At[ m NO. ISH[[r or �G�7r'BQS'/N QWdZYJ/S �OE ,' ��'/5i�l •_�4. 66r7�• /Z 60 /9T(-' At ,MUST GE >/.2 ����� •� f.• 12.64, 11 1 19 CIA Lq .0 FOPS USE G''D 1V //DEp7v, 31861 AIRWAY AVENUE • COSTA MESA, CALIfO11NIA 92828.4875 0 (714) 841.8777 CB0-� ���� UZ1-t3 /1 Ll"�= � J u T.C. Ali%66• 62 QYQ/LQ£LEy L, 77 " (CF.1 F-1) _ _ Y 4E�71�. /,v 1 w Ao Q T 537-) Crs K = _. r USE G''D 1V //DEp7v, 31861 AIRWAY AVENUE • COSTA MESA, CALIfO11NIA 92828.4875 0 (714) 841.8777 We • ggeo CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SulAct 7AIE 10a NO. MIT 0I U,�' 5ZA/ dNdLYTIS JTi 676t 7o,sv' 66n (2-64. GL I" lullsr fes' >/.2 tri /���) _ . __ _` �2� uSE 3b� ,V •�DEPTr�, 3185-L AIRWAY AVENUE 0 COSTA MESA, CALIrOi1NIA 92828.4815 0 (714) 841.8777 `/- Q/A •• FPS CB -V; J,<� T.C. njwj-17 a LIG ' c"t r6 uSE 3b� ,V •�DEPTr�, 3185-L AIRWAY AVENUE 0 COSTA MESA, CALIrOi1NIA 92828.4815 0 (714) 841.8777 We 9! 2ft~4C 99,Co CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE - JOB NO. SHEET OF Lit) E IL - ,.,C72 -6T, 1262Z� IZ 60,31_ ,.,ClZ6 -2o /2c5v•6� i� i g4o-64 tN CN L /�- (I �. �, � /26�, iS ��_ ��'/,�� L- <-�,�6,x)2 45'►_ 0. f1�•4/L ABLE �/_ _ �F � �B�_ ?'.PEg1�y �. Ic 9 �—T/ 1112 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 fla ah grv- 2WAMO,4 oto CIVIL ENGINEERING • LAND PLANNING 0 LAND SURVEYING 01A- I S Foos C8 0 Y�%_ 0.238 �1 ��" �• � 7-c. Z7 �7 wcu., /2 7666 q)1 'S% -. ,AVG/L.4EsLE ,4' � �- �CF � f�a) � � ,QE�7 �. f�' G' 3 � GfE',NG. -767 cFs K = 46. q 70&8 4' I � / -e A ,41cp - 'jl�' 'IF or Ct- � T.6 4 1--2 " ol GCSE - . 'I ;/ // .06p1w, 3186-L AIRWAY AVENUE COSTA MESA. CALironNIA 92626.4675 • (714) 641.8777 4/1 -"No arca dSLMKCT L /,V-- 5 &6o. 6 4 f, golle0- �, FILIL, it el /I AVir lz >/2 z S;/z i7 59,7L L 01A- I S Foos C8 0 Y�%_ 0.238 �1 ��" �• � 7-c. Z7 �7 wcu., /2 7666 q)1 'S% -. ,AVG/L.4EsLE ,4' � �- �CF � f�a) � � ,QE�7 �. f�' G' 3 � GfE',NG. -767 cFs K = 46. q 70&8 4' I � / -e A ,41cp - 'jl�' 'IF or Ct- � T.6 4 1--2 " ol GCSE - . 'I ;/ // .06p1w, 3186-L AIRWAY AVENUE COSTA MESA. CALironNIA 92626.4675 • (714) 641.8777 F 07- We r 470"W44to 0t® CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING svexcr JayW.l�lc $Nccr 0I CG,'8QS/�V GN�f[Ysls Sod M• iv/bl�� STS SZf7�.bo /zsG.sj ;c t- a5s.3S _ � Z ,vz/-Sr fE >12 I � IZ5 4. go rl, GCSE J J � t V �� DEPTH /z5�.�i— /Z j �. 3 �� 0•ZG �Gf • 3 186•L AIRWAY AVENUE 0 COSTA MESA, CALIEOFTNIA 92826.4675 9 (714) 841.8777 CB0/.1 -� / G4 /C T.C. /Z56•t� ----- 1 3 QYA/LAJ5lE A/ A _f�a) = r�� o LiI.S WAM 67'. 15.L Crs K= 766.2 GCSE J J � t V �� DEPTH /z5�.�i— /Z j �. 3 �� 0•ZG �Gf • 3 186•L AIRWAY AVENUE 0 COSTA MESA, CALIEOFTNIA 92826.4675 9 (714) 841.8777 /W Aft we g 26"W40.,f R0,00ce CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT �ti«r BY DATE JOB NO. SHEET OF STA 93tol , I B Iy6roe A/ - U -f 0/ • lU -d /Z f� f/GL ,MCZABIE ff = FT d ;�- O.7S(C)(ITDj�Nj•• L/ .',_ _ - -' / - ice.. - �i ��L- /G✓- ._/ 3170 REDHILL AVENUE 0 COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 '2l LATERAL 66H99 1 o 0 0 0 o O o O o 0 0 N O O O O O O O O O O O 9 + 8888888888888888888888 8 •g •g •g •. •. •. .8 .g .g . M (h M ( M c 7 N N N 8 N M N N N N N N N N N N N N N 4 4 4 aj I 1 j Fri� 4 u; L6 O 9 rl �l�r1�rdI —I 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 � o C r -I l22 I 0 0 0 0 0 0 0 0 0 0 � � 888888888 CN ( N H H N N N H H N N ri IH H H cl 00 00 CY 2 R 110 r� 0 0 0 0 0 0 0 0 c i H !2¢ i1 EAST VILLAGE T2 LINEH Q 25-100 YR 3 MAJID/J.M./P.M.L., J # 3810-020 , 12/08/88 0 4.661209.50 1 1214.40 8.661209.54 1 .013 .00 .00 0 9.161209.56 3 .013 260.491210.96 3 .013 .00 .00 0 345.511211.53 3 .013 49.20 .00 0 JX 350.511211.55 3 2 2.013 13.1 1.61212.421212.42 46.80 67.50 357.721211.61 3 .013 .00 .00 0 809.651214.64 3 .013 .00 .00 0 JX 814.311215.14 1 4 .013 22.7 1214.92 80.00 R 979.601215.60 1 .013 .00 .00 0 < 984.271215.64 1 6 .013 6.0 1216.26 45.00 1075.181215.91 1 .013 .00 .00 0 R 1139.141216.10 1 .013 81.43 .00 0 1230.061216.38 1 .013 .00 .00 0 t 1233.391216.39 9 10 .013 10.9 1216.89 90.00 R 1290.601216.55 9 .013 .00 .00 0 SH 1290.601216.55 9 1216.55 1 4 0 .00 3.00 .00 .00 .00 .00 2 4 0 .00 1.50 .00 .00 .00 .00 CD 3 4 0 .00 3.25 .00 .00 .00 .00 4 4 0 .00 3.00 .00 .00 .00 .00 5 4 0 .00 2.75 .00 .00 .00 .00 GD 6 4 0 .00 1.50 .00 .00 .00 .00 CD 7 4 0 .00 2.75 .00 .00 .00 .00 ) 8 4 0 .00 1.50 .00 .00 .00 .00 ) 9 4 0 .00 2.00 .00 .00 .00 .00 CD 10 4 0 .00 1.50 .00 .00 .00 .00 11 4 0 .00 1.75 .00 .00 .00 .00 2 4 0 .00 1.75 .00 .00 .00 .00 w 16.8 .0 /25 ** WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILLAGE LINER Q 25-100 YR MAJID/J.M./P.M.L., J # 3810-020 , 12/08/88 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 1D NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR rxxxxwtwxwwxxwxxxxwwxxxxxxxxxxxxwxtxxxxxxxxxxxxxxxxxxxxxxwxxxxxxxxxxxxxxxx*,txxxx*xtxxxxxxwxxxxwxwxxxwxxwxwxxxxxwxwwwwwwxxwwwxwww*x* 4.66 1209.50 4.900 1214.400 71.1 10.06 1.571 1215,971 .00 2.672 3.00 .00 .00 0 .0 0 4.00 .01001 .011363 .05 2.700 .00 0 8.66 1209.54 4.905 1214.445 71.1 10.06 1.571 1216.016 .00 2.672 3.00 .00 .00 0 .0 TRANS STR .04004 .009389 0.00 .00 9.16 1209.56 5.364 1214.924 71.1 8.57 1.141 1216.065 .00 2.675 3.25 .00 .00 0 .0 0 251.33 .00557 .007415 1.86 3.250 .00 260.49 1210.96 5.827 1216.787 71.1 8.57 1.141 1217.927 .00 2.675 3.25 .00 .00 0 .0 85.02 .00671 .007415 .63 2.850 .00 0 345.51 1211.53 6.056 1217.586 71.1 8.57 1.141 1218.727 .00 2.675 3.25 .00 .00 0 .0 OJUNCT STR .00400 .006040 .03 .00 350.51 1211,55 6.661 1218.211 56.4 6.80 .718 1218.929 .00 2.398 3.25 .00 .00 0 .0 7.21 .00831 .004666 .03 2.098 .00 0 357.72 1211.61 6.635 1218.245 56.4 6.80 .718 1218.963 .00 2.398 3.25 .00 .00 0 .0 " 451.93 .00671 ,004666 2.11 2.270 .00 809.65 1214.64 5.714 1220.354 56.4 6.80 .718 1221.072 .00 2.398 3.25 .00 .00 0 .0 uJUNCT STR .10730 .003609 .02 ,00 0 814.31 1215.14 6.080 1221.220 33.7 4.77 .353 1221.573 .00 1.885 3.00 .00 .00 0 .0 165.29 .00278 .002553 .42 2.351 .00 979.60 1215.60 6.042 1221.642 33.7 4.77 .353 1221.995 .00 1.885 3.00 .00 .00 0 .0 OJUNCT STR .00857 .002139 .01 .00 ^ 984.27 1215.64 6.177 1221.817 27.7 3.92 .238 1222.055 .00 1.702 3.00 .00 .00 0 .0 10.91 .00297 .001725 .16 1.960 .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILLAGE LINEH 0 25-100 YR MAJID/J.M./P.M.L., J # 3810-020 , 12/08/88 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xwxxxxxwxxwxxxxwxwxxxxxx,rxxxxxxxxxxxwxwxwwxxxxxxxxxxxxxx,txxxxxxxxxxxxxxxxxw*xxxxxxxxxwxwxwwwwxxwxxwwwwwxxxwwwwwwwxwwwxw,rxw*w**x*www 1075.18 1215.91 6.064 1221.974 27.7 3.92 .238 1222.212 .00 1.702 3.00 ,00 .00 0 .0 63.96 .00297 .001725 .11 1.960 .00 0 1139.14 1216.10 6.030 1222.130 27.7 3.92 .238 1222.368 .00 1.702 3.00 .00 .00 0 .0 0 90.92 .00308 .001725 .16 1.934 .00 1230.06 1216.38 5.906 1222.286 27.7 3.92 .238 1222.524 .00 1.702 3.00 .00 .00 0 .0 -.UNCI STR .00301 .003620 .01 .00 0 1233.39 1216.39 6.022 1222.412 16.8 5.35 .444 1222.856 .00 1.478 2.00 .00 .00 0 .0 57.21 .00280 .005515 .32 2.000 .00 1290.60 1216.55 6.178 1222.728 16.8 5.35 .444 1223.172 .00 1.478 2.00 .00 .00 0 .0 1 2Z 3.2-6 Tl EAST VILLAGE T2 LINEAH STA. 0+00 TO STA. r3 MAJID/J.M. , J # 3810-020 30 2.331214.92 1 Fi 100.551215.47 1 •T,i, 103.881216.97 3 2 2 282.871219.33 3 -;H 282.871219.33 3 CD 1 4 0 .00 3.00 M 2 4 0 .00 1.50 M 3 4 0 .00 1.50 Q 9.0 .0 2+82.87 Q 25-100 YR , 10-21-88 .013 .013 16.4 .013 .00 .00 .00 .00 .00 .00 .00 .00 .00 1221.22 .00 1216.97 79.40 .00 1219.33 .00 .00 .00 H• o 12(1- Tl (v I2-7 r-4 1 o 0 0 0 � 0 0 0 0 E3 g + � � 8888s88 o H: , Q C gg + n o0 o) h cqq�� Nig Fr -0, 00o 0oocl Given: Discharge Q goo = Curb type "A-2" "D" 4" Rolled Solution; II (depth at opening) _ =? -7 �4 inches ]: (height of opening) niches 11/h T�, E CFS 6" Rolled From Chart: Q; f�. of opening = CFS L required U S E L= ft, ft. /28 Given: (a) Discharge Q CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled C �1 �CYc:__ ti _ P 7 Solution: TT (depth at opening) 21 inches h (height of opening) _ \p". inches From Chart: Q/ft. of opening = - CFS L required U S L L = ft, ft. !29 P3O C. B. I f/DZ— CURB OYLNIN'G ( Interception ) Given: (a) discharge Q/, _ ='. J % CFS (b) street slope S = 0. y � E`k ��/ Or✓ (c) curb type "A-2" "D" �u (d) half street width l J / Solution: Q/S/z= /( j 1= Therefore y= 7 Q /L = • L _ (L for total interception) = 1 TRY: LP it. _ = Y L = a/y = .33/ Q�Q QP= ` = CFS (Intercepted) Qc= 6.0-7 - I �, 0 CFS(Carryover) -35- Given: (a) Discharge �2 , _ _ 4 1.1 O CFS 16, r7 (b) Curb type "A-2" "D" 4" Rolled 6" Rolled U Solution: 11 (depth at opening) = 1 inches h (height of opening) _ lb,S inches From Chart: Q /ft. of opening = = . CFS " L required ft. ft USE L = C��� . Given: /32 C . J3 . it -1 �, CT11;I, 0PT;N'JN. G (SI:' ) (a) Discharge Q % CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening)_ �, �!� inches h (height of opening) inches 11 /h Z From Chart: Q/ft. of opening = L required _ CFS 7 G ft. U S F L= . + ft. Given: X33 (a) Discharge Q z- _ �' ^` crs (b) Curb type . "A-2" "D" 4" Rolled 6" Rolled , : Lrk� Solution; 11 (deptli at opening) = 1.= inches h (11cigrzt of opening) _ inches . ii /h Z From Chart; Q/ft. of opening = CFS L required = i / _ .� = - ft. U S D L= = ' ft. -11- Given: 13¢ C . I3 ., dl 1-4 �S r'' CITi,I,,' 0FEN-7 N G (SI1\1:') (a) Discharge Q = 0J " - CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled 4 G(--f'kG'---3' Solution: if (depth at opening) = I2 inches h (11eigi7t of opening) = 2 inches . 111h From Chart: Q/ft, of opening = CFS L required - / c= ° _ - ft. U S F L= 4113 1 ft. -I]- A�f g! 20vomo, Ac. . CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING eY-- 7AIE IOe NO. p1EEt or sue rtcrC41 AZ1,V 4`"AZ1,V 1 401 12zz",O/ w ",MUST fE >/.2 1�Q ,SQL y. % FPS .C. /225.01 ,eye/14,5LE �• ,� _ (cF � F�_ Rzeu? / A14 67 J CFS K , : Z 1/1,i USE �' Y DEQ. 3196-L AIRWAY AVENUE • COSTA MESA, CALironNIA 92629.4675 6 (714) 641.9777 05 �o CIVIL ENGINEERING • LAND PLANNINQ • LAND SURVEYING sueuct er o•It m No eNuT a r1i' cr'•' L;4S/N .cfNQL f:f/S �E I�/Zl / (,� 3 10 -02 j G /z 22. y C8 --o y2/� 4t T.G. iZZi•v4 s ._._ .2 27, Ay Q C rs K 3189 1. AIRWAY AVENUE a COSTA MESA, CALIronNIA 4, r2r 41175 1 (714) 841.8777 VA m got® CIYIL ENGINEERING • LAND PLANNING • LAND SURVEYING ev ��,t roe No eHttr or Suexcr cv;c�-84SiN QN,ecfs�� St M. I�IZi� �� Io-oZa �I I /ZZZ. F7 %�- �^i I GUST Lf >/.2 �1 �o � s;l L -' .._. .' -�� �r•�i Jri-/'1.x,)/5-• lel F..—....I �_`•- rlr, I Y, CIA FOPS C9-07il;-y Tc. i'ZZ�-7 . .�_ 1 ZYG/LLIESZf , _ (CF f��) = !r' AN NG Q jw c �,S K - C FIf f 6LCE /C1l/L 31H9 : AIRWAY AVENUE COSTA MESA, C,"•IIrOnNIA 9. r2° 41375 0 1' 1'I1 641.8777 /3g CIVIL ENGINEERING • LAND PLANNING • LAND 6UAYETINa --- er r)•TE toe MoeH[lT CW BIZ 5 fill 11) , \\h,l I� FPS C.6 T.C.^—AW Qmr cItS K - GSE I•pc , AmWAY AVENUE 0 (.0eTA MESA, ctLi(0nNIA9,-r2r 4(115 4 1'}41841.8111 /39 CIVIL ENGINEERING LAND FLANNSN3 • LAND 6UTIVE'YINO mm SUOIECT By 9�1I K7O HO i Owl B4S/N QNQCYTIT Jor✓ �. IvlZ�t1i� �t� - , A , flLj/ _ I n u V /1Z/7L T.C. !�Z4/,6z ,�i'4/L�16LE �• : 3'� a s (CF � ��� � _ lGGy FEcJL, h' c � N� d- 7ir 7 aSe I Ar A!r7WAY' AVENUF COSTA MESAL Cnllr` ,n'41A 4975 • ( 1 ^1 841 8111 %"j -Q CIVIL ENGINEERING • LAND PLANNING • LAND 8URVEYING OAFE or -1 svef[cr BZ111 J1141- YJ/S 7o- l0 2 i 12-2 56 122255-• ,MUST zz >/.2 r; b `trlr, 1`_'L• yam/ c� , T.C. L IQ N��., F ( ---- I ,dY.Q/LQ6Zf 2 O 4 F-4) A'Cp - LF of lcSE _ o V � DEP1z� 3186-L AIRWAY AVENUE 6 COSTA MESA, CALIronNIA 92928•4875 6 (714) 641.8777 CIVIL ENGINEERING LAND PLANNING LAND SURVEYING !ItJ81iCT No. aN[[f �-�� ^.1 7 Iz-Zl. �y )ZZ -Z. b " of 2,1 L. Ll c y1 /,1 �� = T.C.- �-ZI�� � ,;�L� ����iL� � � {� ,,.1 � ..�•�,--.�� 16 / ). Ll T6� 3186-L AIRWAY AVENUE a COSTA MESA, CALII"OnNIA 92P,28.4a 75 0 (71 4) 641.8777 114L 01�765- < L� //) 61"- ��� /Cl/F j olly 7-7 /43 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** r EAST VILLAGE HYDROLOGY, LINE B Q 100 YR * V.N./J.M., JN 3810-020, 1/20/1989 ************************************************************************** FILE NAME: A:RLINEB.DAT TIME/DATE OF STUDY: 5:10 1/20/1989 -------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .980 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE = .6000 *************************************************************************** FLOW PROCESS FROM NODE 108.03 TO NODE 109.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 950.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1296.00 ELEVATION DIFFERENCE = 4.00 TC = .389*[( 950.00** 3.00)/( 4.00)]** .20 = 18.037 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.023 SOIL CLASSIFICATION IS "All RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 18.64 TOTAL AREA(ACRES) = 8.16 PEAK FLOW RATE(CFS) = 18.64 FLOW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 144 DOWNSTREAM NODE ELEVATION = 1278.30 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.64 TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 19.64 *************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.64 RAINFALL INTENSITY (INCH./HOUR) = 2.87 EFFECTIVE STREAM AREA(ACRES)_= 8.16 TOTAL STREAM AREA(ACRES) = 8.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.64 *************************************************************************** FLOW PROCESS FROM NODE 181.02 TO NODE 109.10 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 780.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1294.00 ELEVATION DIFFERENCE = 6.00 TC = .389*[( 780.00** 3.00)/( 6.00)]** .20 = 14.777 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.408 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = .56 PEAK FLOW RATE(CFS) = 1.47 FLOW PROCESS FROM NODE 109.10 TO NODE 181.05 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< --------------------------- UPSTREAM ELEVATION = 1293.20 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .180 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 3.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.64 PRODUCT OF DEPTH&VELOCITY = 2.11 STREETFLOW TRAVELTIME(MIN) = 3.34 TC(MIN) = 18.11 /45 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 4.76 EFFECTIVE AREA(ACRES) = 2.65 AVERAGED FM(INCH/HR) _ .485 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 6.04 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 3.64 FLOW VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY = 2.89 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.11 RAINFALL INTENSITY (INCH./HOUR) = 3.02 EFFECTIVE STREAM AREA(ACRES) = 2.65 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.04 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 18.64 19.64 2.873 .49 8.16 2 6.04 18.11 3.016 .49 2.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER -------------------------------------------- Q(CFS) AREA(ACRES) 1 24.34 10.81 2 24.26 10.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.34 TIME(MINUTES) = 19.637 EFFECTIVE AREA(ACRES) = 10.81 TOTAL AREA(ACRES) = 10.81 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 ------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.64 RAINFALL INTENSITY (INCH./HOUR) = 2.87 EFFECTIVE STREAM AREA(ACRES) = 10.81 TOTAL STREAM AREA(ACRES) = 10.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.34 ************************************************************************** rLOW PROCESS FROM NODE 181.00 TO NODE 181.08 IS CODE = 2 --------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE /4( DOWNSTREAM ELEVATION = 1280.30 ELEVATION DIFFERENCE = 16.20 TC = .389*[( 1000.00** 3.00)/( 16.20)]** .20 = 14.062 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.511 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 19.20 TOTAL AREA(ACRES) = 7.05 PEAK FLOW RATE(CFS) = 19.20 *************************************************************************** FLOW PROCESS FROM NODE 181.08 TO NODE 181.05 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< -------------------------------------- UPSTREAM ELEVATION = 1280.30 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.40 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .97 HALFSTREET FLOODWIDTH(FEET) = 4.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.62 PRODUCT OF DEPTH&VELOCITY = 6.44 STREETFLOW TRAVELTIME(MIN) = .45 TC(MIN) = 14.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.444 SOIL CLASSIFICATION IS -"A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = .15 SUBAREA RUNOFF(CFS) _ .40 EFFECTIVE AREA(ACRES) = 7.20 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 19.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .97 HALFSTREET FLOODWIDTH(FEET) = 4.98 FLOW VELOCITY(FEET/SEC.) = 6.55 DEPTH*VELOCITY = 6.37 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION (MINUTES) = 14.52 nAINFALL INTENSITY (INCH./HOUR) = 3.44 EFFECTIVE STREAM AREA(ACRES) = 7.20 TOTAL STREAM AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.20 1 24.34 19.64 2.873 .49 10.81 2 19.20 14.52 3.444 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 39.83 18.01 2 41.49 15.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.49 TIME(MINUTES) = 14.515 EFFECTIVE AREA(ACRES) = 15.19 TOTAL AREA(ACRES) = 18.01 *************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.06 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION = 1278.30 DOWNSTREAM NODE ELEVATION = 1277.90 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 41.49 TRAVEL TIME(MIN.) _ .35 TC(MIN.) = 14.87 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED -FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.87 RAINFALL INTENSITY (INCH./HOUR) = 3.39 EFFECTIVE STREAM AREA(ACRES) = 15.19 TOTAL STREAM AREA(ACRES) = 18.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.49 **************************************************************************** FLOW PROCESS FROM NODE 181.01 TO NODE 181.06 IS CODE = 2 --------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1296.50 ')WNSTREAM ELEVATION = 1277.90 P:LEVATION DIFFERENCE = 18.60 TC = .389*[( 1000.00** 3.00)/( 18.60)]** .20 = 13.679 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.569 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 *************************************************************************** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.68 RAINFALL INTENSITY (INCH./HOUR) = 3.57 EFFECTIVE STREAM AREA(ACRES) = 9.45 TOTAL STREAM AREA(ACRES) = 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.23 *************************************************************************** FLOW PROCESS FROM NODE 181.04 TO NODE 181.07 IS CODE = 2 -------------------------------_--------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1298.40 DOWNSTREAM ELEVATION = 1279.00 ELEVATION DIFFERENCE = 19.40 TC = .304*[( 1000.00** 3.00)/( 19.40)]** .20 = 10.600 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.159 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 5.05 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 5.05 FLOW PROCESS FROM NODE 181.07 TO NODE 181.06 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< ------------------------------ UPSTREAM ELEVATION = 1279.00 DOWNSTREAM ELEVATION = 1277.90 STREET LENGTH(FEET) = 370.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .420 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.80 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) = 3.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY = 2.50 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 12.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.755 SOIL CLASSIFICATION IS "A" TOTAL AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) = 6.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FEET) = 3.46 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY = 2.58 *************************************************************************** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.57 RAINFALL INTENSITY (INCH./HOUR) = 3.75 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.06 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 41.49 14.87 3.395 .49 15.19 2 26.23 13.68 3.569 .49 9.45 3 6.06 12.57 3.755 .10 1.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 1UMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 71.70 26.48 2 72.44 25.26 3 71.03 23.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.44 TIME(MINUTES) = 13.679 EFFECTIVE AREA(ACRES) = 25.26 TOTAL AREA(ACRES) = 29.30 FLOW PROCESS FROM NODE 181.06 TO NODE 190.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 1277.90 DOWNSTREAM NODE ELEVATION = 1269.00 FLOWLENGTH(FEET) = 660.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 72.44 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 14.58 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< EFFECTIVE STREAM AREA(ACRES) = 25.26 TOTAL STREAM AREA(ACRES) = 29.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.44 FLOW PROCESS FROM NODE 191.11 TO NODE 191.12 IS CODE = 2 ------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1281.50 DOWNSTREAM ELEVATION = 1272.70 ELEVATION DIFFERENCE = 8.80 TC = .304*[( 1000.00** 3.00)/( 8.80)]** .20 = 12.416 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.783 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 4.21 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.21 FLOW PROCESS FROM NODE 191.12 TO NODE 190.00 IS CODE = 6 ------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1272.70 DOWNSTREAM ELEVATION = 1266.40 ;TREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 2.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.58 PRODUCT OF DEPTH&VELOCITY = 2.50 STREETFLOW TRAVELTIME(MIN) = .96 TC(MIN) = 13.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.618 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .33 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 1.60 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.07 END OF SUBAREA STREETFLOW HYDRAULICS: 3PTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 3.05 .LOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 2.60 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 /5/ TIME OF CONCENTRATION(MINUTES) = 13.37 RAINFALL INTENSITY (INCH./HOUR) = 3.62 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 *************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.13 IS CODE = 2 ----------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1280.90 DOWNSTREAM ELEVATION = 1267.80 ELEVATION DIFFERENCE = 13.10 TC = .389*[( 1000.00** 3.00)/( 13.10)]** .20 = 14.672 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.422 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 14.86 *************************************************************************** FLOW PROCESS FROM NODE 191.13 TO NODE 190.00 IS CODE = 6 ----------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1267.80 DOWNSTREAM ELEVATION = 1266.40 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSS FALL (DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.76 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.15 HALFSTREET FLOODWIDTH(FEET) = 5.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81 PRODUCT OF DEPTH&VELOCITY = 5.55 STREETFLOW TRAVELTIME(MIN) = 1.04 TC(MIN) = 15.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.284 SOIL CLASSIFICATION IS "A" ,SIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 oJBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.81 EFFECTIVE AREA(ACRES) = 8.72 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) = 21.97 END OF SUBAREA STREETFLOW HYDRAULICS: lJ'L *************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 20NFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 15.71 RAINFALL INTENSITY (INCH./HOUR) = 3.28 EFFECTIVE STREAM AREA(ACRES) = 8.72 TOTAL STREAM AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.97 FLOW PROCESS FROM NODE 300.10 TO NODE 180.10 IS CODE = 2 --------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1291.00 DOWNSTREAM ELEVATION = 1281.30 ELEVATION DIFFERENCE = 9.70 TC = .304*[( 1000.00** 3.00)/( 9.70)]** .20 = 12.176 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.827 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 4.03 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.03 .L*************************************************************************** FLOW PROCESS FROM NODE 180.10 TO NODE 190.00 IS CODE = 6 ---------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1281.30 DOWNSTREAM ELEVATION = 1268.50 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .51 HALFSTREET FLOODWIDTH(FEET) = 3.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 2.44 STREETFLOW TRAVELTIME(MIN) = 3.23 TC(MIN) = 15.41 .00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.323 .SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .65 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 1.85 AVERAGED Fm(INCH/HR) _ .097 153 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ------------------------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 15.41 RAINFALL INTENSITY (INCH./HOUR) = 3.32 EFFECTIVE STREAM AREA(ACRES) = 1.85 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER ---------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 72.44 14.58 3.435 .46 25.26 2 5.07 13.37 3.618 .10 1.60 3 21.97 15.71 3.284 .49 8.72 4 5.37 15.41 3.323 .10 1.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER --------------------------------------------- Q(CFS) AREA(ACRES) 1 103.99 36.71 2 101.60 33.79 3 100.65 37.43 4 101.59 37.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103.99 TIME(MINUTES) = 14.583 EFFECTIVE AREA(ACRES) = 36.71 TOTAL AREA(ACRES) = 41.47 FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 3 --------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1266.40 DOWNSTREAM NODE ELEVATION = 1260.00 FLOWLENGTH(FEET) = 910.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 103.99 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 16.02 i�LOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 ----------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.99 *************************************************************************** FLOW PROCESS FROM NODE 191.01 TO NODE 195.00 IS CODE = 2 ------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1280.50 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 20.50 TC = .389*[( 1000.00** 3.00)_/( 20.50)]** .20 = 13.415 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.611 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.83 TOTAL AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) = 14.83 *************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 ------------------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MINUTES) = 13.42 RAINFALL INTENSITY (INCH./HOUR) = 3.61 :FFECTIVE STREAM AREA(ACRES) = 5.27 TOTAL STREAM AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.83 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 195.00 IS CODE = 2 ------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 660.00 UPSTREAM ELEVATION = 1269.40 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 9.40 TC = .389*[( 660.00** 3.00)/( 9.40)]** .20 = 12.219 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.819 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 13.29 TOTAL AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) = 13.29 rLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 ------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ELEVATION DIFFERENCE = 13.30 TC = .389*[( 1000.00** 3.00)/( 13.30))** .20 = 14.628 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.428 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.40 TOTAL AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 191.05 TO NODE 191.04 IS CODE = 6 -------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< ----------------------------------------- UPSTREAM ELEVATION = 1267.70 DOWNSTREAM ELEVATION = 1255.90 STREET LENGTH(FEET) = 840.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .480 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.29 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .84 HALFSTREET FLOODWIDTH(FEET) = 4.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.66 PRODUCT OF DEPTH&VELOCITY = 5.58 STREETFLOW TRAVELTIME(MIN) = 2.10 TC(MIN) = 16.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) = 11.76 EFFECTIVE AREA(ACRES) = 8.43 AVERAGED FM(INCH/HR) _ .485 TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 20.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .95 HALFSTREET FLOODWIDTH(FEET) = 4.88 FLOW VELOCITY(FEET/SEC.) = 7.23 DEPTH*VELOCITY = 6.86 FLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.73 1INFALL INTENSITY (INCH./HOUR) = 3.16 zFFECTIVE STREAM AREA(ACRES) = 8.43 TOTAL STREAM AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.32 CONFLUENCE INFORMATION: 2 20.32 16.73 3.163 .48 8.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 148.41 54.83 2 148.29 54.84 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.41 TIME(MINUTES) = 16.706 EFFECTIVE AREA(ACRES) = 54.83 TOTAL AREA(ACRES) = 59.60 --------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 59.60 EFFECTIVE AREA(ACRES) = 54.83 PEAK FLOW RATE(CFS) = 148.41 ----------------------------------- END OF RATIONAL METHOD ANALYSIS *************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** EAST VILLAGE HYDROLOGY Q 25 YR * * V.N./J.M., JN -3810-020, 1/20/1989 ************************************************************************** FILE NAME: A:RLINEB.DAT TIME/DATE OF STUDY: 5: 8 1/20/1989 -------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .980 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470 )MPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE _ .6000 *************************************************************************** FLOW PROCESS FROM NODE- 108.03 TO NODE 109.00 IS CODE = 2 ------------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 950.00 UPSTREAM ELEVATION = 1300.00 DOWNSTREAM ELEVATION = 1296.00 ELEVATION DIFFERENCE = 4.00 TC = .389*[( 950.00** 3.00)/( 4.00)]** .20 = 18.037 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.369 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 13.84 TOTAL AREA(ACRES) = 8.16 PEAK FLOW RATE(CFS) = 13.84 FLOW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< !f9 DOWNSTREAM NODE ELEVATION = 1278.30 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.84 TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 19.79 *************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 19.79 RAINFALL INTENSITY (INCH./HOUR) = 2.24 EFFECTIVE STREAM AREA(ACRES) = 8.16 TOTAL STREAM AREA(ACRES) = 8.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.84 *************************************************************************** FLOW PROCESS FROM NODE 181.02 TO NODE 109.10 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 780.00 UPSTREAM ELEVATION = 1300.00 "OWNSTREAM ELEVATION = 1294.00 LEVATION DIFFERENCE = 6.00 TC = .389*[( 780.00** 3.00)/( 6.00)]** .20 = 14.777 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.671 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) _ .56 PEAK FLOW RATE(CFS) = 1.10 *************************************************************************** FLOW PROCESS FROM NODE 109.10 TO NODE 181.05 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< --------------------------------- UPSTREAM ELEVATION = 1293.20 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSS FALL (DECIMAL) = .240 OUTSIDE STREET CROSS FALL (DECIMAL) _ .180 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 2.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 1.69 STREETFLOW TRAVELTIME(MIN) = 3.69 TC(MIN) = 18.47 /&V SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 2.65 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREETFLOW HYDRAULICS: 3PTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 3.29 r'LOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY = 2.31 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 ------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.47 RAINFALL INTENSITY (INCH./HOUR) = 2.34 EFFECTIVE STREAM AREA(ACRES) = 2.65 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 13.84 19.79 2.241 .49 8.16 2 4.41 18.47 2.336 .49 2.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "INFLUENCE FORMULA USED FOR 2 STREAMS. JMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER -------------------------------------------- Q(CFS) AREA(ACRES) 1 18.03 10.81 2 18.03 10.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.03 TIME(MINUTES) = 19.794 EFFECTIVE AREA(ACRES) = 10.81 TOTAL AREA(ACRES) = 10.81 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 ------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.79 RAINFALL INTENSITY (INCH./HOUR) = 2.24 EFFECTIVE STREAM AREA(ACRES) = 10.81 TOTAL STREAM AREA(ACRES) = 10.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.03 FLOW PROCESS FROM NODE 181.00 TO NODE 181.08 IS CODE = 2 ------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE /G/ DOWNSTREAM ELEVATION = 1280.30 ELEVATION DIFFERENCE = 16.20 TC = .389*[( 1000.00** 3.00)/( 16.20)]** .20 = 14.062 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.751 SOIL CLASSIFICATION IS "A" ;SIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 oUBAREA RUNOFF(CFS) = 14.38 TOTAL AREA(ACRES) = 7.05 PEAK FLOW RATE(CFS) = 14.38 *************************************************************************** FLOW PROCESS FROM NODE 181.08 TO NODE 181.05 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< ------------------------------------- UPSTREAM ELEVATION = 1280.30 DOWNSTREAM ELEVATION = 1278.30 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR.STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.53 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLAW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLAW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .86 HALFSTREET FLOODWIDTH(FEET) = 4.55 AVERAGE FLAW VELOCITY(FEET/SEC.) = 6.04 PRODUCT OF DEPTH&VELOCITY = 5.21 STREETFLOW TRAVELTIME(MIN) _ .50 TC(MIN) = 14.56 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.694 SOIL CLASSIFICATION IS -"A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ .15 SUBAREA RUNOFF(CFS) _ .30 EFFECTIVE AREA(ACRES) = 7.20 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 14.38 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .85 HALFSTREET FLOODWIDTH(FEET) = 4.51 FLOW VELOCITY(FEET/SEC.) = 6.12 DEPTH*VELOCITY = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE _ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: :ME OF CONCENTRATION(MINUTES) = 14.56 RAINFALL INTENSITY (INCH./HOUR) = 2.69 EFFECTIVE STREAM AREA(ACRES) = 7.20 TOTAL STREAM AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.38 I X0 z 1 18.03 19.79 2.241 .49 10.81 2 14.38 14.56 2.694 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. JMMARY RESULTS: oTREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 29.45 18.01 2 31.06 15.15 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.06 TIME(MINUTES) = 14.559 EFFECTIVE AREA(ACRES) = 15.15 TOTAL AREA(ACRES) = 18.01 *************************************************************************** FLOW PROCESS FROM NODE 181.05 TO NODE 181.06 IS CODE = 3 ----------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 1278.30 DOWNSTREAM NODE ELEVATION = 1277.90 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.06 'RAVEL TIME(MIN.) = .38 TC(MIN.) = 14.94 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 ---------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED -FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.94 RAINFALL INTENSITY (INCH./HOUR) = 2.65 EFFECTIVE STREAM AREA(ACRES) = 15.15 TOTAL STREAM AREA(ACRES) = 18.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.06 **************************************************************************** FLOW PROCESS FROM NODE 181.01 TO NODE 181.06 IS CODE = 2 ------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1296.50 )WNSTREAM ELEVATION = 1277.90 ELEVATION DIFFERENCE = 18.60 TC = .389*[( 1000.00** 3.00)/( 18.60)]** .20 = 13.679 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.797 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 /(o3 *************************************************************************** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 -------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< )NFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'IME OF CONCENTRATION(MINUTES) = 13.68 RAINFALL INTENSITY (INCH./HOUR) = 2.80 EFFECTIVE STREAM AREA(ACRES) = 9.45 TOTAL STREAM AREA(ACRES) = 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.67 *************************************************************************** FLOW PROCESS FROM NODE 181.04 TO NODE 181.07 IS CODE = 2 ---------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ------------------------------------------ DEVELOPMENT IS COMMERCIAL TC = K*j(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1298.40 DOWNSTREAM ELEVATION = 1279.00 ELEVATION DIFFERENCE = 19.40 TC = .304*(( 1000.00** 3.00)/( 19.40)]** .20 = 10.600 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.260 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 3.93 'OTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 3.93 *************************************************************************** FLOW PROCESS FROM NODE 181.07 TO NODE 181.06 IS CODE = 6 ---------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1279.00 DOWNSTREAM ELEVATION = 1277.90 STREET LENGTH(FEET) = 370.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .420 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.51 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .72 HALFSTREET FLOODWIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 2.04 STREETFLOW TRAVELTIME(MIN) = 2.16 TC(MIN) = 12.76 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.916 SOIL CLASSIFICATION IS "A" (oq- TOTAL AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) = 4.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .72 HALFSTREET FLOODWIDTH(FEET) = 3.23 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY = 2.11 FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.76 RAINFALL INTENSITY (INCH./HOUR) = 2.92 EFFECTIVE STREAM AREA(ACRES)= 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.67 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) -------------------------------------------------------------- 1 31.06 14.94 2.653 .49 15.15 2 19.67 13.68 2.797 .49 9.45 3 4.67 12.76 2.916 .10 1.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: -TREAM CONFLUENCE EFFECTIVE JMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 53.74 26.44 2 54.47 25.17 3 53.71 23.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.47 TIME(MINUTES) = 13.679 EFFECTIVE AREA(ACRES) = 25.17 TOTAL AREA(ACRES) = 29.30 **************************************************************************** FLOW PROCESS FROM NODE 181.06 TO NODE 190.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION = 1277.90 DOWNSTREAM NODE ELEVATION = 1269.00 FLOWLENGTH(FEET) = 660.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 54.47 TRAVEL TIME(MIN.) = .96 TC(MIN.) = 14.64 *************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< !�5 EFFECTIVE STREAM AREA(ACRES) = 25.17 TOTAL STREAM AREA(ACRES) = 29.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.47 rLOW PROCESS FROM NODE 191.11 TO NODE 191.12 IS CODE = 2 ------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1281.50 DOWNSTREAM ELEVATION = 1272.70 ELEVATION DIFFERENCE = 8.80 TC = .304*[( 1000.00** 3.00)/( 8.80)]** .20 = 12.416 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.965 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 3.28 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 3.28 **************************************************************************** FLOW PROCESS FROM NODE 191.12 TO NODE 190.00 IS CODE = 6 --------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< "PSTREAM ELEVATION = 1272.70 DOWNSTREAM ELEVATION = 1266.40 rREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.68 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 2.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.19 PRODUCT OF DEPTH&VELOCITY = 2.07 STREETFLOW TRAVELTIME(MIN) = 1.03 TC(MIN) = 13.44 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.827 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) _ .33 SUBAREA RUNOFF(CFS) _ .81 EFFECTIVE AREA(ACRES) = 1.60 AVERAGED Fm(INCH/HR) _ .097 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.93 PND OF SUBAREA STREETFLOW HYDRAULICS: :PTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 2.82 FLOW VELOCITY(FEET/SEC.) = 5.29 DEPTH*VELOCITY = 2.18 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = Z TIME OF CONCENTRATION(MINUTES) = 13.44 RAINFALL INTENSITY (INCH./HOUR) = 2.83 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 FLOW PROCESS FROM NODE 191.00 TO NODE 191.13 IS CODE = 2 ---------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1280.90 DOWNSTREAM ELEVATION = 1267.80 ELEVATION DIFFERENCE = 13.10 TC = .389*[( 1000.00** 3.00)/( 13.10)]** .20 = 14.672 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.682 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 11.11 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 191.13 TO NODE 190.00 IS CODE = 6 -------------------------------------- »»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1267.80 DOWNSTREAM ELEVATION = 1266.40 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.02 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.02 HALFSTREET FLOODWIDTH(FEET) = 5.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 4.50 STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 15.81 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 SOIL CLASSIFICATION IS "A" -'SIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.80 EFFECTIVE AREA(ACRES) = 8.72 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) = 16.32 END OF SUBAREA STREETFLOW HYDRAULICS: FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ------------------------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< )NFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: AIME OF CONCENTRATION(MINUTES) = 15.81 RAINFALL INTENSITY (INCH./HOUR) = 2.56 EFFECTIVE STREAM AREA(ACRES) = 8.72 TOTAL STREAM AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.32 FLOW PROCESS FROM NODE 300.10 TO NODE 180.10 IS CODE = 2 ------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1291.00 DOWNSTREAM ELEVATION = 1281.30 ELEVATION DIFFERENCE = 9.70 TC = .304*[( 1000.00** 3.00)/( 9.70)]** .20 = 12.176 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.999 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 3.13 'OTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.13 FLOW PROCESS FROM NODE 180.10 TO NODE 190.00 IS CODE = 6 ---------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1281.30 DOWNSTREAM ELEVATION = 1268.50 STREET LENGTH(FEET) = 930.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .240 OUTSIDE STREET CROSSFALL(DECIMAL) _ .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.86 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 2.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 2.04 STREETFLOW TRAVELTIME(MIN) = 3.41 TC(MIN) = 15.59 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.587 BOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .65 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 1.85 AVERAGED Fm(INCH/HR) _ .097 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 -------------------------------------------------------- >»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< .-»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MINUTES) = 15.59 RAINFALL INTENSITY (INCH./HOUR) = 2.59 EFFECTIVE STREAM AREA(ACRES) = 1.85 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER - ------------------------------------------------------ RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 54.47 14.64 2.685 .46 25.17 2 3.93 13.44 2.827 .10 1.60 3 16.32 15.81 2.565 .49 8.72 4 4.15 15.59 2.587 .10 1.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER --------------------------------------------- Q(CFS) AREA(ACRES) 1 78.24 36.58 2 76.66 33.72 3 75.51 37.34 4 76.05 37.21 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.24 TIME(MINUTES) = 14.642 EFFECTIVE AREA(ACRES) = 36.58 TOTAL AREA(ACRES) = 41.47 FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 3 ------------------------------------------------------ »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1266.40 DOWNSTREAM NODE ELEVATION = 1260.00 FLOWLENGTH(FEET) = 910.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 78.24 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 16.20 r'LOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 --------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.24 FLOW PROCESS FROM NODE 191.01 TO NODE 195.00 IS CODE = 2 ------------------------------------- -»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1280.50 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 20.50 TC = .389*[( 1000.00** 3.00)/( 20.50)]** .20 = 13.415 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.830 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 11.12 TOTAL AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) = 11.12 FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 ------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.42 nAINFALL INTENSITY (INCH./HOUR) = 2.83 FFECTIVE STREAM AREA(ACRES) = 5.27 TOTAL STREAM AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.12 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 195.00 IS CODE = 2 ----------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------- ------------------ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW -LENGTH = 660.00 UPSTREAM ELEVATION = 1269.40 DOWNSTREAM ELEVATION = 1260.00 ELEVATION DIFFERENCE = 9.40 TC = .389*[( 660.00** 3.00)/( 9.40)]** .20 = 12.219 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.993 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 10.00 TOTAL AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) = 10.00 r'LOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 ------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< «9 17i ELEVATION DIFFERENCE = 13.30 TC = .389*[( 1000.00** 3.00)/( 13.30)]** .20 = 14.628 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.687 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 JBAREA RUNOFF(CFS) = 7.03 .COTAL AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) = 7.03 **************************************************************************** FLOW PROCESS FROM NODE 191.05 TO NODE 191.04 IS CODE = 6 ------------------------------------------------------------ »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 1267.70 DOWNSTREAM ELEVATION 1255.90 STREET LENGTH(FEET) = 840.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = .480 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11_39 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 4.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.22 PRODUCT OF DEPTH&VELOCITY = 4.53 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 16.88 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.466 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) = 8.70 EFFECTIVE AREA(ACRES) = 8.43 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 15.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 4.41 FLOW VELOCITY(FEET/SEC.) = 6.70 DEPTH*VELOCITY = 5.54 *************************************************************************** FLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.88 kINFALL INTENSITY (INCH:/HOUR) = 2.47 EFFECTIVE STREAM AREA(ACRES) = 8.43 TOTAL STREAM AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.03 CONFLUENCE INFORMATION: !7Z 2 15.03 16.88 2.466 .48 8.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. RUMMARY RESULTS: REAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) -------------------------------------------- 1 111.06 54.71 2 111.00 54.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 111.06 TIME(MINUTES) = 16.941 EFFECTIVE AREA(ACRES) = 54.71 TOTAL AREA(ACRES) = 59.60 ---------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 59.60 EFFECTIVE AREA(ACRES) = 54.71 PEAK FLOW RATE(CFS) = 111.06 -------------------------------- END OF RATIONAL METHOD ANALYSIS � 73 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT '!5- BY 7-p `^ (n M \0 M i. DO Z � t M � vi # to ° a m 13 o o- CT - �- �- 22 UJ p 4 CNN cn (y) j� Ix a V lZrl- V c`) h � ly M m m 01 M DATE JOB NO. 1/20/8 u 3$/O-0 Z v SHEET OF 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 0 (714) 641-8777 174 - CURB OPENING ( Interception :i. Si -4 232 f,J-77 sem..; A . 7� t32.4�X e- L Given: (a) discharge Q loo = !, CFS (b) street slope S = .J (c) curb type "A-2" "D11 (d) half street N:,idth = ft. w r , Solution: Q/S`/2= 4'�� /(J L )�z= r. Therefore y= Q /L I, (L for. total interception) TRY: LP= d' `G7 ft. YL a/y .33/ �/Q Cap= (� X - CFS (Intercepted) Qc= cc.� (.p - �, JCFS(Carryover) --"35- .1 EAST VILCAGE LCNE 6 T2 Q 25-100 YR T3 J.K., JN 3810-020, 12/7/1988 0 5170.001247.57 1 1253.60 5267.671248.24 1 .013 .00 .00 0 J: 7272.341248.27 1 2 .013 15.0 1250.00 45.00 R 332.341248.56 1 .013 .00 .00 0 5732.811250.15 1 .013 11.58 .00 0 ( 5737.571250.17 5 4 .013 17.8 1250.65 77.60 5768.941250.29 5 .013 1.00 .00 0 R 6131.631251.75 5 .013 12.17 .00 0 ? 6136.301251.78 5 .013 .00 .00 1 6553.961255.57 5 .013 14.01 .00 0 6572.911255.75 5 .013 24.13 .00 0 R 6590.791255.91 5 .013 22.76 .00 0 R 6651.511256.46 5 .013 .75 .00 0 6656.181257.71 8 6 7.013 26.2 7.91258.211258.96 39.22 55.25 6920.161262.72 8 .013 10.47 .00 0 6924.831262.81 8 .013 .00 .00 1 R 7232.491268.18 8 .013 10.56 .00 0 JX 7237.161268.68 10 9 .013 30.9 1268.93 52.40 7278.181269.27 10 .013 1.68 .00 0 7300.571269.60 10 .013 53.59 .00 0 R 7349.831270.31 10 .013 2.55 .00 0 JX 7354.501270.56 13 11 .013 24.9 1270.68 60.00 7511.711273.14 13 .013 13.45 .00 0 7700.061276.24 13 .013 10.90 .00 0 7704.721276.30 13 .013 .00 .00 1 R 7859.931277.85 13 .013 9.12 .00 0 P. 8051.551279.77 13 .013 16.10 .00 0 8056.221279.81 13 .013 .00 .00 0 8121.811280.47 13 .013 86.49 .00 1 R 8301.231282.28 13 .013 .00 .00 0 SH 8301.231282.28 13 1282.28 '1 1 4 0 .00 4.00 .00 .00 .00 .00 2 4 0 .00 2.00 .00 .00 .00 .00 3 4 0 .00 4.00 .00 .00 .00 .00 CD 4 4 0 .00 3.00 .00 .00 .00 .00 CD 5 4 0 .00 4.25 .00 .00 .00 .00 5 4 0 .00 2.50 .00 .00 .00 .00 4 0 .00 1.75. .00 .00 .00 .00 LU 8 4 0 .00 3.00 .00 .00 .00 .00 CD 9 4 0 .00 2.00 .00 .00 .00 .00 10 4 0 .00 2.50 .00 .00 .00 .00 11 4 0 .00 2.00 .00 .00 .00 .00 13 4 0 .00 2.25 .00 .00 .00 .00 Q 18.6 .0 /7& '* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 1 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE 8 Q 25-100 YR J.M., JN 3810-020, 12/7/1988 ION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO w*ww***wwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwww*wwwww**w*w*wwwwwwwwww*wwwwwwwww**r**ww*www***www*w*w*ww**w***w*wwwwwwww**w*ww* SF AVE HF NORM DEPTH ZR 0 5170.00 1247.57 6.030 1253.600 141.3 11.24 1.963 1255.563 .00 3.523 4.00 97.67 .00686 .009676 .95 4.000 .00 .00 0 .0 5267.67 1248.24 6.305 1254.545 141.3 11.24 1.963 1256.508 .00 3.523 4.00 .00 0 UNCT STR .00643 .008704 .00 .00 .0 0 5272.34 1 6.980 1255.250 126.3 10.05 1.569 .04 1256.819 .00 3.371 4.00 .00 0 0 60.00 - .00483 .00483 .007731 .46 4.000 .00 .00 .0 5332.34 1248.56 7.154 1255.714 126.3 10.05 1.569 1257.283 .00 3.371 4.00 .00 0 400.47 .00397 .007731 3.10 4.000 .00 .00 .0 _ 5732.81 1250.15 8.772 1258.922 126.3 10.05 1.569 1260.491 .00 3.371 4.00 .00 0 OJUNCT STR .00418 .005930 .00 .00 .0 0 5737.57 1250.17 9.779 1259.949 108.5 7.65 .908 .03 1260.857 .00 3.111 4.25 .00 0 31.37 .00383 .004129 .13 3.650 .00 .00 .0 5768.94 1250.29 9.807 1260.097 108.5 7.65 .908 1261.005 .00 3.111 4.25 .00 0 0 362.69 .00403 .004129 1.50 3.534 .00 .00 .0 0 6131.63 1251.75 9,912 1261.662 108.5 7.65 .908 1262.570 .00 3.111 4.25 .00 0 4.67 .00643 .004129 .02 2.879 .00 .00 .0 6136.30 1251.78 9.947 1261.727 108.5 7,65 .908 1262.635 .00 3.111 4,25 .00 417.66 .00907 .004129 1.72 2.556 .00 .00 0 .0 0 6553.96 1255.57 7.953 1263.523 108.5 7.65 .908 1264.431 .00 3.111 4.25 .00 0 0, 18.95 .00950 .004129 D8 2.518 .00 .00 .0 6572.91 1255.75 7.945 1263.695 108.5 7.65 .908 1264.603 00 3.111 4.25 00 .00 0 17.88 .00894 .004129 .07 2.569 .00 .0 F0515P .00 PAGE 2 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25-100 YR J.M., JN 3810-020, 12/7/1988 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR '.EM ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH, DIA ID NO. PIER wwwwwww********************************w+w*wwwwwwwwwwwtw*******************************ww*wwwwwwwww*******************wwwwwwww SO SF AVE HFNORM DEPTH ZR u o590.79 1255.91 7.951 1263.861 108.5 7.65 .908 1264.769 ,00 3.111 4.25 0 60.72 " .00906 .004129 .25 2.558 .00 .00 0 00 .0 6651.51 1256.46 7.668 1264.128 108.5 7.65 .908 1265.036 .00 3.111 4.25 0 UNCT STR .26767 .008286 .00 .00 .0 6656.18 1257.71 6.233 1263.943 74.4 10.52 1.720 .04 1265.663 .00 2.712 3,00 .00 0 263.98 .01898 .012443 3.28 2.047 .00 .00 0 .0 0 6920.16 1.01929 4.625 1267.345 74.4 10.52 1.720 1269.065 .00 2.712 3.00 .00 4.83 .01929 .012443 .O6 2.034 .00 .00 0 .0 6924.83 1.02.81 4.679 1267.489 74.4 10.52 1.720 1269.209 .00 2.712 3.00 .00 0 u 307.66 .01745 .012443 3.83 2.112 .00 .00 .0 0 7232.49 "`UNCT 1 3.255 1271.435 74.4 10.52 1.720 1273.155 .00 2.712 3.00 .00 0 STR .10707 .10707 10707 .011845 .00 .00 .0 7237.16 1 3.911 1272.591 43.5 8.86 1.219 .06 1273.810 .00 2.199 2.50 ,00 0 41.02 .01439 .01439 .011247 .46 1.825 .00 .00 .0 0 7278.18 1 3.815 1273.085 43.5 8.86 1.219 1274.304 .00 2.199 2.50 .00 0 0 22.39 .01474 .01474 .011247 .25 1.810 .00 .00 .0 7300.57 1 3.925 1273.525 43.5 8.86 1.219 1274.744 .00 2.199 2.50 .00 0 49.26 .01441 .01441 .011247 .55 1.824 .00 .00 .0 u 7349,83 1270.31 3.810 1274.120 43.5 8.86 1.219 1275.339 .00 2.199 2.50 .00 0 OJUNCT STR .05353 .00 .00 .0 " 17354. 1 4.992 1275.552 18.6 4.68 .007427 .340 .03 1275.892 .00 1.508 2.25 .00 157.2121 . .01641 01641 .003607 .57 1.081 .00 .00 0 .00 .0 F0515P PAGE 3 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B 0 25-100 YR J.M., JN 3810-020, 12/7/1988 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR L/ELEM ELEV OF FLOW SO ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ******************w**w**************wwwwwwwwwwwwwwwwwwwwwwwwwww***ww*wwwwwww*wwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwww*wwwwww**ww*** SF AVE HF NORM DEPTH ZR 7511.71 1273.14 3.005 1276.145 18.6 4.68 .340 1276.485 .00 1.508 2.25 0 '9.78 '1.49 .01646 .003575 .21 1.081 .00 .00 0 .0 0 1 2.250 1276.374 18.6 4.68 .340 1276.714 .00 1.508 2.25 .00 0 13,27 .01646 .01646 .003349 .04 1.081 .00 .00 .0 7584.76 1274.34 2.041 1276.383 18.6 4.91 .374 1276.757 .00 1.508 2.25 .00 0 0 .32 .01646 .003156 0.00 1.081 ,00 .00 .0 0 7585.08 1274.35 2.041 1276.388 18.6 4.91 .374 1276.762 .00 1.508 2.25 .00 0 YDRAULIC JUMP .00 .00 .0 .00 /78 6213.74 6249.73 6285.73 , 6321.72 6357.71 , 393.70 .429.69 6465.68 6501.67 6537.66 6573.66 I C H W E 6609.65 I C H W E R 6645.64 I C H W E R 6681.63 I C H W E R R 6717.62 I CH W E ixR 6753.61 , 6789.60 6825.59 , 6861.58 6897.58 , 6933.57 [ CH W E 6969.56 I CH W E R 7005.55 R 7041.54 7077.53 7113.52 7149.51 , 7185.50 7221.50 7257.49 I XW E 7293.48 I X W E JX 7329,47 I CH W E R 7365.46 I CH W E R 7401.45 I CH W E R 7437.44 I C H WE JX 7473.43 R 7509.42 7545.42 T C H WE R 7581.41 I C XE R 7617.40 1 CWX R 1653.39 I CWX R 7689.38 I WC HE R 7725.37 I WC HE R 7761.36 7797.35 I WC X R 7833.35 I WC X R 7869.34 I WC X R 7905.33 i X X R 7941.32 I WC X R 7977.31 I We x R 8013.30 8049.29 8085.28 8121.27 t We x R 8157.27 I WC X R 8193.26 t We x R 8229'25 I WC X R 8265.24 i We X R 8301.23 I X x Ri X X R 0 1247.57 1251.27 1254,96 1258.66 1262.35 1266.05 1269.75 1273.44 127"7 .14 1280.83 1284.53 ,TOTES 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT TATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY 1 "/y RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** EAST VILLAGE HYDROLOGY LINE B CONF. @ NODE 181.05 Q 100 YR * * J.M. JN 3810-020, 1/20/1989 ************************************************************************** FILE NAME: TEMPI.DAT TIME/DATE OF STUDY: 5:39 1/20/1989 ---------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* "LOPE OF INTENSITY DURATION CURVE _ .6000 3ER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4700 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 --------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< -------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.11 RAIN INTENSITY(INCH/HOUR) = 3.02 EFFECTIVE AREA(ACRES) = 2.65 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 6.04 AVERAGED LOSS RATE, Fm(IN/HR) _ .490 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 18.11 RAINFALL INTENSITY (INCH./HOUR) = 3.02 EFFECTIVE STREAM AREA(ACRES) = 2.65 )TAL STREAM AREA(ACRES) = 2.65 rEAK FLOW RATE(CFS) AT CONFLUENCE = 6.04 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 110 TC(MIN) = 14.52 RAIN INTENSITY(INCH/HOUR) = 3.44 EFFECTIVE AREA(ACRES) = 7.20 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 19.20 AVERAGED LOSS RATE, FM(IN/HR) = .490 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------=------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.52 RAINFALL INTENSITY (INCH./HOUR) = 3.44 EFFECTIVE STREAM AREA(ACRES) = 7.20 TOTAL STREAM AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.20 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES) 1 6.04 18.11 3.016 .49 2.65 2 19.20 14.52 3.444 .49 7.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE "UMBER Q(CFS) AREA(ACRES) ------------------------------------------ 1 22.46 9.85 2 24.86 9.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.86 TIME(MINUTES) = 14.520 EFFECTIVE AREA(ACRES) = 9.32 TOTAL AREA(ACRES) = 9.85 ------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.85 EFFECTIVE AREA(ACRES) = 9.32 PEAK FLOW RATE(CFS) = 24.86 END OF RATIONAL METHOD ANALYSIS IN RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN ************************** DESCRIPTION OF STUDY ************************** t EAST VILLAGE HYDROLOGY , LINE B CONF @ NODE 109 FOR CB # B302 t Q 100 YR * J.M., JN 3810-020, 1/20/1989 ************************************************************************** FILE NAME: TEMP2.DAT TIME/DATE OF STUDY: 11:48 1/20/1989 ------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* -LOPE OF INTENSITY DURATION CURVE = .6000 SER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4700 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 --------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< ------------------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.37 RAIN INTENSITY(INCH/HOUR) = 3.62 EFFECTIVE AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.07 AVERAGED LOSS RATE, Fm(IN/HR) = .100 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.37 RAINFALL INTENSITY (INCH./HOUR) = 3.62 EFFECTIVE STREAM AREA(ACRES) = 1.60 )TAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 TC(MIN) = 17.71 RAIN INTENSITY(INCH/HOUR) = 3.06 EFFECTIVE AREA(ACRES) = 8.72 TOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) = 21.97 AVERAGED LOSS RATE, Fm(IN/HR) _ .490 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.71 RAINFALL INTENSITY (INCH./HOUR) = 3.06 EFFECTIVE STREAM AREA(ACRES).= 8.72 TOTAL STREAM AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.97 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) -------------------------------------------------------------- AREA(ACRES) 1 5.07 13.37 3.619 .10 1.60 2 21.97 17.71 3.057 .49 8.72 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ------------------------------------------ 1 25.29 8.18 2 26.23 10.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.23 TIME(MINUTES) = 17.710 EFFECTIVE AREA(ACRES) = 10.32 TOTAL AREA(ACRES) = 10.32 ----------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.32 EFFECTIVE AREA(ACRES) = 10.32 PEAK FLOW RATE(CFS) = 26.23 -------------------------------------- END OF RATIONAL METHOD ANALYSIS /82 CL !83 so fill 71 TM r ✓ Nip — - , oPF . N IN 9� O? !' coy 4 v G 'V ■ Q � ♦ a o � f �� 9 . C4 Ov C1 P py 16.0h • h� � ' a y'�6 N ' � � s•ey • o� ;�,r .•�I;t � 9sry Ob 59 � ri .Y �B� Q•IL'J Cfli/ e6c � 0 ,j69 O N .0 ` •,�9I - � Y,,.` yvcs �! ��',��. I S �F a6 yse `;• �? f �M1� `�. �� � FF�6 r, �. 674 Q ♦ � — �� tiyS� •L ; y�� ^: 4i •� ss�. 58 W � Y 96 116 6 /'/� 0 _♦L ss s o egg v b' �y ^ � 4 •' 9 � � I' OZ6 dsC `-^ Q' ♦ � 6`g 696 � � \ � 6- �- >s.V4� �' . ti lm 066 - J�, � ; \,�ro°� �' y� �'� �� 'iF 4 ' �'• Vd1 2 '6. • /� �6 90 Q &� � ,�'y 't� Ot ♦ 119 CV � I ,c '' " V ` � �'� rg2�J � RPh �`� \ � � � � ,>s• � z'%: r m IJ �" � `� �' '.� 'big,% � � • 8Z9 tl IT, n � � p �U Q i ,a 6B0 1i t i oh 'Mill 9"07 a� 1, : 1 �K Gv SCE lLANE US 185 IV. CAPACITY OF CURB OPENING INLETS IN A LOW POINT OR SUMP The capacity of a curb opening inlet in a sump or low point varies with the length of the inlet and the depth of water at the entrance. The inlet will operate as a weir until the water submerges the entrance. When the depth of water is about twice the height of the entrance or more, it will operate as an orifice. Between these two depths it will operate somewhere between the two. The nomograph (Table L) is based on the following conditions: A. The curb opening inlet (no grate) is located at a low point in the grade. B. All flow coming to the inlet must eventually enter the inlet and will pond until sufficient head is built up so the outflow through the inlet will equal the peak inflow from the gutters. The hydraulic basis of the nomograph is as follows: A. For heads (depths of water) up to the height of the opening. (H/h < 1), the inlet is assumed to act as a weir with the flow passing through critical depth at the entrance and following the formula. Q - 3.087 LA3/2 B. For heads equal to or greater than twice the height of opening H/h ) 20 the inlet is assumed to act so an orifice following the formula Q/L - 5.62 h3/2 (H'/h)1/2 This is a rearrangement of the standard orifice formui,. 61w/2 with C - 0.7'and H' equal to the head on the middle of the inlet opening (H' - H - h/2). C. For heads with H/h between 1 and 2, a transition was used as the oper- ation of the inlet is indefinite. Procedure: Enter the nomograph with any two of the three values H, Q/L, H/h and read the third. Where h - total height of opening in feet L - total length of opening in feet H.- depth of water at the entrance in feet Q - total peak rate of flow to the inlet in CFS Normally Q, H, and h will be known, and the nomograph can be used to determine the length of opening L. The spread of the water on the street will depend upon the cross slope of the pavement. i -29- m /O 8 { a z 9 ¢ � 75 b 7 6.3 y .F 5 h � .3 NZ .06 _ � •3 .a$ 2.S .03 . 02 z Yk a r �j.ri•fatf � . iYl Loco/ Ocpfessrovrra) /2 TABLE L -30- 9,,, -eau cf Alat:- F oCs ci e-u,,b v.� �•o.� Ti.a A*Fh. OC ocer,.'7 ir/e!s a/ low ,cam•. -.'s m 0Z V. CAPACITY OF CURB OPENING INLETS ON A CONTINUOUS GRADE The capcity of a curb opening inlet on a continuous grade varies directly with: A. Depth of water at the inlet entrance B. Length of clear opening The depth of the water at the inlet entrace for a given discharge varies directly with: A. Cross slope of the pavement at the curb B. Amount of warping or depression of the gutter flow line at the inlet C. Roughness of the flow line D. Longitudinal slope of the gutter The capacity of a curb opening inlet when intercepting 100 percent of the flow in the gutter is given by the formula: p� Q - 0.7 L (a + y)3/2 where y - depth of flow in approach gutter a - depth of depression of F.L. at inlet L - length of clear opening To size an opening the following information must be known: A. Height of the curb opening. B. Depth (a) of flow line depression, if any, at the inlet. C. Design discharge (Q) in the gutter (information as to drainage area, rainfall intensity and runoff coefficients from which a design dis- charge can be estimated). Any carryover from a previous inlet must be included. D. Depth of flow in normal gutter for the particular longitudinal and cross slopes at the inlet in question. This may be determined from the street capacity charts. The capacity of a curb opening inlet is decreased by allowing part of flow to -pass the opening. A maximum of fifteen percent of the flow is recommended passing. Procedure A. Enter Table M (a) with depth of flow, y, and gutter depression at the inlet, a, and determine Q/L the interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow. -32- 1/ B. Determine length of inlet L required to intercept 100% of the gutter flow. L - total gutter flow Q divided by the factor Q/L. C. Compute ratio Lp/L where Lp - actual length of inlet for partial interception. 4�D- D. Enter Table M (b) with Lp/L and a/y and determine ration Qp/Q, the proportion of the total gutter flow intercepted by the inlet in question. E. Flow intercepted, Qp is the ration Qp/Q times the total gutter flow Q. F. Flow carried over to next inlet is Q - Qp. -33- DEPTH OF FLOW - y - FEET (Ct) DISGHARGE PER FOOT OF _.- -LENGTH OF CURB OPENIIJG --I- INLrET� z� HEN INTERCEPTING ---x-100 % OF GUTTER FLOW -I- =— — I - j j�� --• _ .�� 10 of PUBLIC ROADS 0 OF CURB OPENING INLETS r)IVICtntl i -34- • om f.nNTINI 101 Iq rPAnF .s .4 .3 z a' L 10 '. Do D6 Ds 74 13 t2 14 -71 .s. PARTIAL INTER.- GEPTION RATIO. FOR INLETS OF _.I - -� e /�/ i �' •3 LENGTH. LESS THAN L "I i I I' z . I ;I/b�� I I it --1 —�-- � .05 .06 .08 .10.2 .3 5 .6 .8 to' 10 14 TABLE t M BUREAU of PUBLIC ROADS - CAPACITY OF CURB OPENING INLETS r)IVICtntl TWn ' WACt4 n r -34- • om f.nNTINI 101 Iq rPAnF Zmay• �� - -- bESIQX PRIX CIPLES 113 /90 I I .: ,� ` x � :•� - to N -! .,.,. r� .�. � •_ 3 e: 1 IFuj a w 7 Q �- � a ` c W —COn 113 /90