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0 t j L1 Fi 1 1 f I E EAST VILLAGE HYDRAULICS VILLAGE OF HERITAGE RECEIVED MAY 3 0 1989 n�.jf ESSI .� N ZX0U • TA AN` h�e er 2"&"4tp A gc o 3170 REDHILL AVENUE COSTA MESA, CA 92828-3428 • (714) 841 -8777 CIVIL ENGINEERING LAND PLANNING • LAND SURVEYING n�.jf ESSI .� N ZX0U • TA AN` 2 r I LINE "D" INDEX 1.0 DATA FILE & HYDRAULICS PROGRAM PRINTOUT 2.0 CATCH BASIN SIZE CALCULATIONS 3.0 CATCH BASIN LATERAL CALCULATIONS I LINE "M" N it L 1.0 LINE "L" DATA FILE & HYDRAULICS PROGRAM PRINTOUT 2.0 RUN -OFF CALCULATION SHEET PRINTOUT 3.0 LATERAL "M" DATA FILE & HYDRAULICS PROGRAM 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 N it L EAST VILLAGE LINE D, BEGIN STA 1909.1 T2 CONST. BEGIN STA 1965.00, G 25 YR VENKI.N, JN 3810-020, 9/27/88 1909.101224.23 1 1926.771224.30 1 .013 R 2234.731225.53 1 .013 2252.871225.60 1 .013 2257.541225.87 11 .013 R 2338.781226.17 11 .013 2538.231226.90 11 .013 2578.591227.05 11 .013 2580.091227.06 11 2 .013 12.2 R 2588.951227.08 11 .013 2593.621227.87 5 4 .013 11.3 2603.651227.98 5 .013 2641.481228.36 5 .013 R 2870.361230.65 5 .013 3128.681233.23 5 .013 3182.341233.77 5 .013 JX 3187.011234.31 6 6 .013 24.6 3255.211235.00 6 .013 3259.881235.80 10 9 .013 13.1 3412.061237.33 10 .013 R 3463.391237.83 10 .013 3522.651238.42 10 .013 3573.461238.93 10 .013 3599.721243.00 10 .013 SH 3599.721243.00 10 1 4 0 .00 4.00 .00 .00 2 4 0 .00 1.50 .00 .00 CD 4 4 0 .00 1.50 .00 .00 5 4 0 .00 3.00 .00 .00 5 4 0 .00 2.00 .00 .00 7 4 0 .00 1.50 .00 .00 CD 8 4 0 .00 2.00 .00 .00 9 4 0 .00 1.50 .00 .00 10 4 0 .00 1.75 .00 .00 11 4 0 .0 3.75 .0 .0 0 21.5 .0 N !'I H fl f 1229.05 1228.27 1228.81 1234.81 1236.05 1239.19 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .0 .0 11.25 .00 0 4.32 .00 0 .25 .00 0 .00 .00 1 1.21 .00 1 3.83 .00 0 44.21 .00 0 90.00 16.97 .00 0 60.00 20.21 .00 0 4.39 .00 0 5.48 .00 0 9.91 .00 1 2.07 .00 0 45.00 1.35 .00 0 45.00 4.38 .00 0 7.24 .00 0 .00 .00 0 17.27 .00 0 66.88 .00 0 5 �* ** 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, 0 25 YR VENKI.N, JN 3810 -020, 9/27/88 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 ** w* w** w eir*** w* e* wwww * * :w ** ** * * **w,t,►r*** * *w * **w* war*, e*** w****** www***++:*,► r* s** w********** w***** ** * * * * * * * * * * * * * * * * * * * * * * ** ** 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 I RANS STR .05782 .003996 .02 .00 .0 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 2338.78 199.45 1226.17 .00366 4.407 1230.577 82.7 7.49 .871 .004677 1231.448 .93 .00 2.801 3.750 3.75 .00 .00 .00 0 .0 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 F0515P 2.120 .00 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 /ELEM SO SF AVE HF NORM DEPTH ZR ***** w* rrr* r r** rrww e** w* w* rr*+.:**:+ r* r****, r,►, r**, r*, r** tsww, rw* ww* t** w* wx**,►**** �:** w**:+ r***:* ww* * *ww **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 2641.48 .01004 1228.36 4.337 1232.697 59.2 8.37 .007878 1.089 .30 1233.786 .00 2.487 2.194 3.00 .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 � NCT 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 1 3255,11 NCT STR 1235.00 .17132 3.755 1238.755 34.6 11.01 1.883 .020902 1240.638 .10 .00 1.917 2.00 .00 .00 .00 0 .0 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 1 F0515P PAGE 3 WATER SURFACE PROFILE LISTING s 6719.11 6752.07 6785.03 6817.99 6850.95 6883.91 6916.87 6949.83 I CH W E R 6982.79 I CH W E R 7015.75 1 CHW E R 7048.71 I WCH E R 7081.67 7114.63 1 WCH E R 7147.59 7180.55 I WCH E R 7213.51 I 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 I CHW E R 7411.27 I X W E R 7444.23 1 CHW E JX 7477.19 I CH W E R 7510.14 7543.10 I CX E R 7576.06 I CX E R 7609.02 1 WCH E R 7641,98 1 NCH E R 7674.94 7707.90 I WCH E R 7740.86 I WCH E R 7773.82 1 WCH E R 7806.78 I WCH E R 7839.74 I WCH E R 7872,70 I WCHE R 7905.66 I XHE R 7938.62 7971.58 8004.54 1 XH E R 8037.50 I X HE R 8070.46 I 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 1 WCHE R 1247.57 1251.32 1255.08 1258.83 1262.58 1266.33 1270.09 1273.84 1277.59 1281.35 1285.10 0 T E 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 1 mmm 7 EAST VILLAGE LINE D, BEGIN STA 1909.1 CONST. BEGIN STA 1965.00, 0 25 YR VENKI.N, JN 3810 -020, 9/27/88 1 CTATION 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 1 r, tsw,►, t, t *w,t *+�ttf :,rrtr,kr *,rt,rswss ** snow* wsws* w* ww, rr«*** r, ie,►* w,► w. s�** w* �mtr�r+ r, r, rtr#+ r* wwwww, rrrw* t., a ,rr,r :.. : :t,r,r,r :t *r *.ts *,►wr* * * * 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, 0 25 YR I VENKI.N, JN 3810 -020, 9/27/88 . L 1909.10 .1 . 0 H W E .. R 1943.60 .I C H W E R 1978.10 . 2012.61 2047.11 2081.61 2116.11 2150.62 2185.12 2219.62 2254.12 I C H W E R 2288.63 I C H W E TX 2323.13 I C H W E R 2357.63 1 C H W E R ,2392.13 . 2426.64 , 2461.14 2495.64 2530.14 2564.65 1 C H W E R 2599.15 1 C H W E ix 2633.65 I C H W E R 2668.15 1 C H W E JX 2702.66 1 C H W E R 2737.16 I C H W E R 1 2771.66 1 C H W E R 2806.16 2840.67 2875.17 1 C H W E R 2909.67 . 2944.17 2978.68 3013.18 3047.68 3082.18 3116.69 3151.19 1 C H W E R 3185.69 I C H W E JX 3220.19 1 X W E R 3254.70 3289.20 I X W E JX 3323.70 1 x W E R 3358.20 3392.71 3427.21 I CH W E R 3461.71 3496.21 1 CH W E R 3530.72 I X W E R 8 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 0 T E S 1. GLOSSARY I = INVERT ELEVATION 1 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 r, J �e 1 EAST VILLAGE LINE D, BEGIN STA 1909.1 T2 CONST. BEGIN STA 1965.00, G 25 YR 9 VENKI.N, JN 3810-020, 9 /27 /88,FILE "EVLIND" 1909.101224.23 1 R )26.771224.30 1 .013 2234.731225.53 1 .013 2252.871225.60 1 .013 2257.541225.87 11 .013 R 2338.781226.17 11 .013 1 2538.231226.90 11 .013 2578.591227.05 11 .013 JX 2580.091227.06 11 2 .013 12.2 2588.951227.08 11 .013 2593.621227.87 5 4 .013 11.3 R 2603.651227.98 5 .013 2641.481228.36 5 .013 2870.361230.65 5 .013 3128.681233.23 5 .013 R 3182.341233.77 5 .013 3187.011234.31 6 6 .013 24.6 3255.211235.00 6 .013 JX 3259.881235.80 10 9 .013 13.1 3412.061237.33 10 .013 3463.391237.83 10 .013 3522.651238.42 10 .013 R 3573.461238.93 10 .013 3599.721243.00 10 .013 3599.721243.00 10 CD 1 4 0 .00 4.00 .00 .00 .00 4 0 .00 1.50 .00 .00 .00 4 0 .00 1.50 .00 .00 .00 CD 5 4 0 .00 3.00 .00 .00 .00 6 4 0 .00 2.00 .00 .00 .00 7 4 0 .00 1.50 .00 .00 .00 8 4 0 .00 2.00 .00 .00 .00 CD 9 4 0 .00 1.50 .00 .00 .00 10 4 0 .00 1.75 .00 .00 .00 11 4 0 .0 3.75 .0 .0 .0 0 21.5 .0 r P C Hl- 1229.05 1228.27 1228.81 1234.81 1236.05 1239.19 .00 .00 .00 .00 .00 .00 .00 .00 .00 .0 11.25 .00 0 4.32 .00 0 .25 .00 0 .00 .00 1 1.21 .00 1 3.83 .00 0 44.21 .00 0 90.00 16.97 .00 0 44.23 20.21 .00 0 4.39 .00 0 5.48 .00 0 9.91 .00 1 2.07 .00 0 39.14 1.35 .00 0 50.68 4.38 .00 0 7.24 .00 0 .00 .00 0 17.27 .00 0 66.88 .00 0 E 14 /O * 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 *«««*+►« w+ r*** wwww«*«, �«*«:«*««« : «*«««« « « « * « « « * * «s « «w « « « « « : « ««« HF NORM DEPTH ZR + rs, r«« w******,► rr««* w« s«« w, r * * : «w **««w *,r* « « « * *w ««« * « « « « « «w 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 RANS 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 0 81.24 .00369 .004677 .38 3.750 .00 .00 .00 .0 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 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 /ELEM SO SF AVE HF NORM DEPTH ZR 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 2641.48 .01004 1228.36 4.337 1232.697 59.2 8.37 .007878 1.089 .30 1233.786 .00 2.487 2.194 3.00 .00 .00 .00 0 .0 228.88 .01001 .007878 LBO 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 0 258.32 .00999 .007878 2.04 2.200 .00 .0 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 1233.77 3.401 1237.171 59.2 8.37 1.089 1238.260 .00 2.487 3.00 .00 .00 0 .0 , 3182.34 11NCT STR .11564 .015635 .07 .00 3187.01 1234.31 2.804 1237.114 34.6 11.01 1.8B3 1238.997 .00 1.917 2.00 .00 .00 0 .0 68.20 3255.21 .01012 1235.00 3.755 1238.755 34.6 11.01 .023392 1.883 1.60 1240.638 .00 1.917 2.000 2.00 .00 .00 .00 0 .0 NCT 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 .0 132.18 .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 Id 1909.10 .I C H W E R 1943.60 .I C H W E R >1 2012.61 . 2047.11 59.26 .00996 .018412 1.09 1.750 .00 1150.62 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 1 50.81 .01004 2254.12 .018412 .94 . R 1.750 2288.63 I .00 TX 2323.13 I C H W E F0515P 2357.63 I C H W E PAGE 3 2392.13 WATER SURFACE PROFILE LISTING 2461.14 EAST VILLAGE LINE D; BEGIN STA 1909.1 . . 2530.14 . 2564.65 I CONST. BEGIN STA 1965.00, C 25 YR 2599.15 I C H W E JX 1 2633.65 I C H W E R VENKI.N, JN 3810 -020, 9/27/88 2668.15 1 C H W E JX 2702.66 I C H W E STATION INVERT DEPTH W.S. G VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR 2806.16 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 2875.17 L /ELEM SO SF AVE HF NORM DEPTH 2944.17 2978.68 ZR rrr: rrrrrrrwrrrrrrrrrrrs: wrrrrrrrrrrt *rrrrrrtrtrrrrrrrttrrr rrrrrrrrrrtrrrrr: rrrrrrrrrrrrrrrrrrrrrrrrtrrrrrtrrrrrrrrr 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 3151.19 .710 I C H W E R .00 3185.69 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, 0 25 YR VENKI.N, JN 3810 -020, 9/27/88 Id 1909.10 .I C H W E R 1943.60 .I C H W E R 1978.10 2012.61 . 2047.11 2081.61 2116.11 1150.62 '85.12 2219.62 . 2254.12 I C H W E . R 2288.63 I C H W E TX 2323.13 I C H W E R 2357.63 I C H W E R 2392.13 . 2426.64 2461.14 2495.64 . . 2530.14 . 2564.65 I C H W E R 2599.15 I C H W E JX 1 2633.65 I C H W E R 2668.15 1 C H W E JX 2702.66 I C H W E R 2737.16 I C H W E R 2771.66 I C H W E R 2806.16 . 2840.67 2875.17 I C H W E . R 2909.67 . 2944.17 2978.68 - 3013.18 . )►7.68 .5082.18 . 3116.69 . 3151.19 I C H W E R 3185.69 I C H W E JX /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 3530.72 I X W E R 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 OT ES 1. GLOSSARY I = INVERT ELEVATION C s CRITICAL DEPTH W = WATER SURFACE ELEVATION H s HEIGHT OF CHANNEL E = ENERGY GRADE LINE X a CURVES CROSSING OVER B ■ BRIDGE ENTRANCE OR EXIT Y ■ WALL ENTRANCE OR EXIT . STATIONS FOR POINTS AT A JUNP MAY NOT BE PLOTTED EXACTLY /2 C. B. CURB OPENIN Interception Given: (a) discharge Q: CITS (b) street slope S (c) curb type (d) half street width ft. Solution: 12 Q/P= - V� Therefore y== Q /L L (L for total interception) TRY: L ft. a/y YQ Q X CFS (Intercepted) Qc= CFS(Carryover) To F -35- 14• 1 1 1 1 1 1 1 i t 1 i 1 1- 1 1 C. B . CJ CURB OPENING ( Interception ) �- ��,;; '7 ''CoND�� ° °�) Given: (a) discharge Q = / `= CFS (b) street slope S (c) curb type (d) half street width = ft. s a -7 (6 +V G_o �3 Solution: Q /P= h/ 0 -048 ) ! z = 113-76 Therefore y= 5� = 598 Q ! L o • , L _ 3 - D- 59$ = 23 /4 (L for total interception) TRY: I. Z 2 it. T./L = 22 / -i4 a/y = .33/ 0 - = 0 -574 Q - 0 -� Q 13 . X 0 - = 13.5 CFS (Intercepted) Qc= 13 - gle - 13.56 = 0 -2-$' CFS(Carryover) -35- \[I,f / 5 j j . 4 T I CO N Dak0 &A ; J CURB OPENING (-Interception ) r LI N eoLN s 4 — TI(CNDC - Qo 6 A Given: (a) discharge Q c' _ _ o -L - 7 CFS (b) street slope S = - 01 ' /' '�' �• 6 r_ (c) curb type 4 (d) half street width = 20 � ft. G. g A w, Solution: Q /P= ZA-.4 t / '! )�z= Therefore y= L = ,r4 - 0M% _ _s,��• &" � (L for total interception) TRY: L -O ft. YL = Zg / 34.87 a / y = 33/e47 YQ = �- i CFS (Intercepted) Q X s Qc= 2a - 43 - "?� .. 1 CFS(Carryover) _ . -35- .� f t t 0 s C. B. N 3 03 / zt,Jc0 � ► +�N �� CURB OPENING ( Interception vC Given: (a) discharge Ql.,g _ l 2- R % y z CF C'P S e y � (b) street slope S = 0 - r- Q 9- 1/1 (c) curb type 4 �Epnt 1-4 (d) half street width = 2© ft. Q :0 -7 L tc +IJ L = c?• � Solution: TRY: Q /S /5.17 / (O• CW ) 1 2 = X49 -04- Therefore y= G 62 Q /L L = /5-17 -6 - 23-41 (L for total interception) L Z 4 ft. a /y = .33/ Q= Q X = CFS (Intercepted) QC= - CFS(Carryover) 1, 1 -35- r r; 17 C. B. — a04- K C o (,v AN CURB O PENING ( Interception ) G -T3. #302= 2..•��C�S Given: (a) discharge CFS (b) street slope S = 0-0 ' /' 30 - ° (c) curb type (d) half street width = 20 ft. s -s Solution: TRY: Q /S /z = ,�� -�te5 )� z = i4�.- ^ ,7 Therefore y= v nl Q/L = 0.633 I, _ /,'' / x .63 = i , (L for total interception) L 2- ft- Y L = I = a/y = .33/ Q/Q = YY Q X = CFS (Intercepted) QC= - = CFS(Carryover) -35- i J S � /8 �. Ft P- pr-4LY 1 C. 13. it — 4 _ C itr;' O�'l.i:r \'G (su 1\113 Given: (a) Discharge Q = 1 CF (b) Curb type ".r1 -2" "D" 4" Ro ?led G" 13011cd Sol. Ltion: 11 (depth at opening) _ ` �a � inches ?� ())eit;llt of opcningl = 10 inches; From Chart: Q jft. or opcning _ . °�' ( CFS I� red re ui 9 usE ;r,_ C� ft, = 23 6 CrS 1 1 1 1 i C L L C C B I r 1 r' 19 &,e iSTrN C, . C11I't OPE NI \G (SUMP) 1 Given: (a) Discharge Q �r = 19-42----'2J--2(5 CFS (b) Curb type - "A -2" "D" 4" Rolled 6" Rolled C f'IQ OF Ex (S T ,.r G. 2 3 -� r � Solution: if (depth at opening) = inches h (11eiglit of opening) = inches IT / From Chart: Q /ft. of opening = CFS L required = / = ft. USE L= ft. — 31— I mo I'm SUlHCf h 9 9! 2ft&"4fl R ote. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYINO By rAlf I KM Np SN[[f pI r jJ. � a• I I - I - I.• ►. f/ ��,NUST 6E >/Z j - ,� S'�L IZ4v•Z Y 0/,A FP C8 1�n v2-1 77C L IL4 0_10 I MILASLE Ar' _ _ (CF F��) _ Q = 3196-L AinWAY AVENUE f:OSTA MESA. CALironNIA 925213.4915 • (7 14; 841.8111 2/ 20"Waow�f g ets CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING susi[cr ev o•r[ ,oe No. eNc[r pr cG,75' ZZA ,ANdL f�iS vL ql<r. y . > ,LIN - N Jbi P! ;► tva _i 112 59 ar- 1 t ,evai�,a��E �• s cF F��� _ �E� �. ,� 4 ► ^ ✓�, !•'Cp i �' � 3 L F 0 F Gf � L� -f / .2 ..� � 1 d = -!42, use ,Y DEPTH, 1186•L AlnWAY AVENUE COSTA MESA, CALIEonNIA 92628.4815 • 14) 841.8111 of L I I IL I CIVIL ENGINEERING • LAND PLANNING • LAND sunVEYINQ By vrc Im NO. a «ccr or lo :n >12 �.2C7 - ' A F j r C9 L ) i2 2 Qi'G /Lt�6LE �. = s (CF -/fya) _ �' QE�71). �,' "`'" Q(�NG IR 4 1.2 Ar, A A- 1.76 Q - USE - . 1 1/ - ; y Z/ OEplw, 3186•L AinWAY AVENUE • COSTA MESA, CALironNIA 92626.4875 • (7141641-8777 25 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING sueptcr CXV1 5Z11V Y'SIT T4 !)Alt we NO fit OF 7 /X/jr ZZ >12 14 S 2) Zi Y rl'I'LWA CIA FOP Jr T.C. Iv. c i 4' r2q 105 A'60 .6 4 Av. C, L- 1186-L AinWAYAVENUE • COSTA MESA. CALironNIA 92626-46 7 5 • (7 1 4) 64 1.8117 YR 1 1 line t FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL T2 C 25 -100 YR t VENKI.N, A 3810 -020 .001205.40 1 1213.59 R 211.951206.99 1 .013 ' 450.391208.79 1 .013 525.601209.34 1 .013 A 535.101209.40 3 2 .013 186.2 1210.90 665.851210.40 1 .013 678.621210.50 1 .013 686.121211.00 5 4 .013 .1 SN 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 4 4 0 .00 4.5 .00 .00 .00 .00 5 4 0 .00 8.5 .00 .00 .00 .00 1001.8 .0 0 0 J J u Li 25 -- - sT -2 +65.83 89.95 .00 0 Sr - O t53 -g8 .00 .00 0 -- -- STA 1+R 32.66 .00 0 - s7A -2- - f - S"7.77 45.00 STA 2 + 69- :-7 56.21 .00 0 S TA 3 1- 9'?- 9 7 .00 0 S - A 4+12.74 60.00 .00 0 STA A-1-2-0-2-4 STA 4+ 2a.24 . 25 2�O �* 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 I FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL 0 25 -100 YR VENKI.N, JN 3810 -020 ,STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER , L/ELEN SO SF AVE HF NORM DEPTH 2R * ww* �* ww* ww** w* r********************** w**** w********, tir******** ww** s************,►****, r *w * **w **** * * *w * * * *w+ * ** * * ** .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 1 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 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 t NCT 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 l 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 i 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 UNCT 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 line l FROM STA 283.77 TO 290.27 FOR E.VILLAGE CONTROL T2 0 25 - - 4 YR VENKI.N, JN 3810-020 .001205.40 1 STA Z+65- 831213.59 R 211.951206.99 1 .013 STA -® + 450.391208.79 1 .013 STI4 14-84-Z6 525.601209.34 1 .013STA 2 f 59.77 535.101209.40 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 4 4 0 .00 4.5 .00 .00 .00 .00 5 4 0 .00 8.5 .00 .00 .00 .00 0966.0 .0 A u P L �E L- 25 'Pe- 89.95 .00 0 .00 .00 0 32.66 .00 0 45.00 - S 7'A 2 +i- 69- 27 7 56.21 .00 0 - STA a '1 - 99.9 7 .00 0 S rA 4fi-12 -74 60.00 .00 0 sTA .44-2 p_ .24 STA- 4 +.2a - 2-4 27 Ni 28 U 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 0 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 s,�ree,rw SO SF AVE , rrrr**, rt* rt, rr*, r, r,►, r*:* tt, r# s*** r*:, rr++ HF �+, rir+ rt: swswwy► NORM DEPTH ZR �r, rww** r, rw,►,► w**,► w,►, r,►, rr,► t, t►* tr ,erts * *,rt *,r *,r *,rw,r,rr,r * : :,r .00 1205.40 7.564 1212.964 1104.1 19.35 5.811 1218.775 .00 8.006 9.00 .00 .00 O .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 JUNCT 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 UNCT 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 Ni 2 5- I� r Tp 4 5 9. 14-t 4 - o 0 4 90 RUN M.3 N-4-03 C f 03-08 I M3d7 KI o8 -CPF Pn 312 L 1"1 13 2 5- r 4 5 9. 4 90 RUN M.3 1 2- C f �Ov��R iu /Z t3 2,r� 17t 82 /4 10, 2-(,l ( 7 /Dq i /0 - ! 2 6 E. 3.5- , I 6-1 3 01 3 '4 ■ NODE lFm ME 3 c ? c 3 o - ---------- I I LATE U-Y IIP�C F- , - 2 -S9- 11 3S 35 - /0 3 60 /D 36o - ea I t L,� L Y 1 6 Iz A 71! �2 :3 S q"'a IWA 12 21t. 261� r7of I Con C, 9 c 2j. I d9 . on r RUN C f -CPF L C LA 10-f, Dip -400 l0b INCREl'Of .5 5 7 4.S-01 S4-0 /5 -30 9 2-49 -o 179 30 1) , F \ 2 8 1f-6 19'A 9 0 23! 6-11 3�6 - 1 23 .o 30 19.2 32 Ia 34 9 - 6 ■ N. LA r U/S O F 9=4)- to - F , - s L 0- 1 s U ,, (,) F2 A I 140-8 e"t r ro nJ Ft tJE C "�oNr- �UFn+ << �� I EAST VILLAGE LATERAL M , FROM JCT LINE L T2 0 100 YR FROM 87.87 TO 1447; Q 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810 - 020,11/04/88, �- -VLA71' ,�A^ 76.491210.90 21 1221.90 00 3� 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 ix 124.841212.56 21 11 .013 08.3 1214.62 80.00 .00 0 139.841213.20 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 1 766.301217.19 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 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 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 E 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 3517.771249.22 14 .013 5.40 JX 3522.441250.22 16 6 .013 7.0 1250.47 45.00 3873.121255.23 16 .013 23.47 1 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 CG 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 CD 8 4 0 .00 3.50 9 4 0 .00 2.5 00 3� I 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 C '4 4 0 .00 3.00 CL 1 4 0 .00 2.25 16 4 0 .00 2.00 17 4 0 .00 3.24 .00 .00 .00 .00 CD 18 4 0 .00 2.00 .00 .00 .00 .00 19 4 0 .00 3.25 .00 .00 .00 .00 20 4 0 .00 2.00 .00 .00 .00 .00 21 4 0 .00 6.00 CD 22 4 0 .00 2.75 23 4 0 .00 3.50 14.1 .0 11 zJ a2 L * WARNING NO. 2 ** WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 F0515P PAGE 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. O 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 0 582.87 1216.13 9.813 1225.943 234.0 9.01 1.261 1227.204 .00 4.235 5.75 .00 76.49 1210.90 11.000 1221.900 323.6 11.45 2.034 1223.934 .00 4.900 .70 6.00 .00 .00 0 .0 22.29 .03634 766.30 1217.19 9.566 .005838 .13 9.01 1.261 2.642 .00 4.235 .00 5.75 .00 0 98.78 1211.71 10.320 1222.030 323.6 11.45 2.034 1224.064 .00 4.900 .41 6.00 .00 .00 0 .0 14.06 .03343 0 872.08 1217.80 9.361 .005838 .08 9.01 1.261 2.705 .00 4.235 .00 5.75 .00 112.84 1 1212.18 10.041 1222.221 323.6 11.45 2.034 1224.255 .00 4.900 .03 6.00 .00 .00 0 .0 NCT STR .00000 876.75 1218.80 8.128 .005635 .01 11.17 1.937 1228.865 .00 4.035 .00 4.75 .00 0 114.84 1212.18 10.328 1222.508 312.1 11.04 1.892 1224.400 .00 4.821 .78 6.00 .00 .00 0 .0 8.00 .04752 0 979.47 1219.37 8.338 .005431 .04 11.17 1.937 2.404 .00 4.035 .00 4.75 .00 122.84 1212.56 10.073 1222.633 312.1 11.04 1.892 1224.525 .00 4.821 .25 6.00 .00 .00 0 .0 OJUNCT STR .00000 1012.37 1219.56 8.758 .005289 .01 11.17 1.937 1230.255 .00 4.035 .00 4.75 .00 .00 1212.56 10.278 1222.838 303.8 10.74 1.793 1224.631 .00 4.761 .25 6.00 .00 .00 0 .0 k 124.84 15.00 .04266 1045.28 1219.74 9.093 .005146 .08 11.17 1.937 2.440 .00 4.035 .00 4.75 .00 139.84 1213.20 9.814 1223.014 303.8 10.74 1.793 1224.807 .00 4.761 .81 6.00 .00 .00 0 .0 0 5.19 .03662 1152.44 1220.34 9.306 .005146 .03 11.17 1.937 2.545 .00 4.035 .00 4.75 .00 145.03 1213.39 9.651 1223.041 303.8 10.74 1.793 1224.834 .00 4.761 .01 6.00 .00 .00 0 .0 NCT STR .04167 1220.35 9.867 .004488 .03 10.12 1.590 1231.807 .00 3.868 .00 4.75 .00 151.03 1213.64 10.537 1224.177 234.0 9.01 1.261 1225.438 .00 4.235 .06 5.75 .00 .00 0 .0 0 143.06 .00580 "64.57 1220.41 9.870 .003831 .55 10.12 1.590 3.935 .00 3.868 .00 4.75 .00 294.09 1214.47 10.255 1224.725 234.0 9.01 1.261 1225.986 .00 4.235 .09 5.75 .00 .00 0 .0 55.90 .00573 1179.09 1220.49 10.027 .003831 .21 10.12 1.590 3.955 .00 3.868 .00 4.75 .00 0 349.99 1214.79 10.198 1224.988 234.0 9.01 1.261 1226.249 .00 4.235 .03 5.75 .00 .00 0 .0 232.88 .00575 1 .003831 .89 F0515P 3.947 .00 PAGE 3 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 TATION 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 /ELEM SO SF AVE HF NORM DEPTH ZR 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 .0 183.43 .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 NCT STR .21413 .005711 .03 .00 876.75 1218.80 8.128 1226.928 197.9 11.17 1.937 1228.865 .00 4.035 4.75 .00 .00 0 .0 102.72 .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 32.90 .00578 .007591 .25 4.750 .00 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 1045.28 1219.74 9.093 1228.833 197.9 11.17 1.937 1230.770 .00 4.035 4.75 .00 .00 0 .0 107.16 .00560 .007591 .81 4.750 .00 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 1220.35 9.867 1230.217 179.3 10.12 1.590 1231.807 .00 3.868 4.75 .00 .00 0 .0 1 1154.44 10.13 .00592 .006231 .06 4.015 .00 "64.57 1220.41 9.870 1230.280 179.3 10.12 1.590 1231.870 .00 3.868 4.75 .00 .00 0 .0 0 +.52 .00551 .006231 .09 4.250 .00 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 NCT STR .05353 .006114 .03 .00 1 F0515P PAGE 3 E l 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 .EM SO SF AVE HF NORM DEPTH ZR 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 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 1449.33 1225.50 8.596 1234.096 98.3 10.22 1.621 1235.717 .00 3.049 3.50 .00 .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 .0 388.05 .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 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 El EAST 0 100 VILLAGE LATERAL M YR FROM 87.87 TO FROM JCT 1447; LINE L 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 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 C DRAULIC 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 _ 1 110.30 .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 J 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 J ' 2569.71 9.24 .01777 1244.20 2.499 1246.703 98.3 13.37 .013139 2.777 .12 1249.480 .00 3.049 2.225 3.50 .00 .00 .00 0 .0 24.99 .01777 .012263 .31 2.225 .00 i 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 "5.18 2609.88 .01777 1244.92 2.741 1247.659 98.3 12.16 .011007 2.295 .17 1249.954 .00 3.049 2.225 3.50 .00 .00 .00 0 .0 8.52 .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 ,'Jil - T STR .01498 .007023 .03 .00 F0515P PAGE 5 WATER SURFACE PROFILE LISTING EAST VILLAGE LATERAL M FROM JCT LINE L Q 100 YR FROM 87.87 TO 1447; 0 25 YR FROM 1447 TO 4035.51 VENKI.N, JN 3810 - 020,11/04/88 �I 7-3, J 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 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 1 1246.38 5.227 1251.607 73.6 7.65 .909 1252.516 .00 2.686 3.50 .00 .00 0 .0 UNCT SIR .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 1 1247.09 5.361 1252.451 65.7 7.92 .974 1253.425 .00 2.581 3.25 .00 .00 0 .0 UNCT 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 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; 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 BEM SO SF AVE HF NORM DEPTH ZR ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 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 14.1 5.86 .534 1263.507 .00 1.395 1.75 .00 .00 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 1 �I i 11 EAST VILLAGE LATERAL M1, FROM JCT OF LATERAL M STA 150.03 U/S 3 T2 S.D LATERAL THRU MONTEREY TO LIBERTY PRKWY, Q 100 YR 3 VENKI.N,P.M.L.,JN 3810 -020, 10/20/88 ;O .001214.89 1 1224.37 85.651218.00 1 .013 .00 .00 0 ill 91.131218.50 3 2 .013 21.8 1221.25 90.00 129.091219.31 3 .013 .00 .00 0 235.771221.87 3 .013 42.77 .00 0 253.721222.28 3 .013 .00 .00 0 X 256.771222.53 5 4 .013 15.6 1224.28 90.00 325.061223.60 5 .013 .00 .00 0 H 325.061223.60 5 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 J i I 0 1 t C ' r r r r r �_ r rr r WWMU ND. •U9 alnM UMMN !! 7 I S I UM •' BJINIS INVERr ELEVAMM IN Hu/mm 1 1. 'HIS 5' ''• SUTACE FFCFlIE LISIR y 1 •! IiXMM 1 RKM JCT CF LUERAL /'• L90.03 S. D IADIM UM DUMMY TO LTHMY RUE • 100 I• • / /►/ / EELV CF FlfW y I C RD . M ELLV IE• 1 ur O • • IS- I/fu `• SF AVE BF NM4 EEP Z 1 II 1214.89 9.480 1M.370 :1 A M 11 2.464 3. 11 11 1 / 1 85.65 I36 II5 m :. 11 1 85.65 IM.00 6.816 A• . 59 7 :1 A.r :1 11 2 3 11 01 / / OJMT SIR I• .00509 Ii 01 I 91.13 IM.50 7.163 =.663 62: 1 .00 2.047 2.75 .00 .00 I 1 1 37.96 12 . 005108 11 1 U 1.11 .0061M 11 1 17.95 I 11:11: 19 1.330 11 1 253.72 IM.28 4.300 1 37.8 6.36 . 629 1 M.209 1I 2.047 1I 11 1 1 QTJ9T SIR OBL97 .097369 .02 .00 1 w. AA 64 A A 1 =.950 11 1 2 01 11 I I 1 6B.2 .01567 . 009630 .. 1.331 11 / 325.06 1M 4.233 =.833 A 1 Ai: .1: 11 1.682 2.00 11 11 1 1 U� U� 37 OG CURB OPENING ( Interception ) 4AVRAMor t - ) Solution: TRY: Y Q "• I X 12 - _ / / -2 CFS (Intercepted) Qc= !Z bs - l 26 1 -39 CFS(Carryover) 1 Given: (a) discharge O �4 • 1 3- CFS (b) street slope S (c) curb type "A -2" 111)" 4 '' r) (d) half street width = Z ft. �a -35- L2 /. 12. ST y Q/S / ) = Therefore y= I, (L for total interception) L Li it. a/y = .33/ Y Q "• I X 12 - _ / / -2 CFS (Intercepted) Qc= !Z bs - l 26 1 -39 CFS(Carryover) 1 Given: (a) discharge O �4 • 1 3- CFS (b) street slope S (c) curb type "A -2" 111)" 4 '' r) (d) half street width = Z ft. �a -35- 38 E i L i G G C G 1 i i 1 1 1 C. B. CURB OYLNI \G ( Interception ) Given: (a) discharge C? = CFS (b) street slope S = 1/1 (c) curb type "A -2" "D" (d) half street width = ft. LlN(oL N S+ Solutiqn: . Q /S/z= / ) Therefore y= -� Q /L L = / _ (L for total interception) TRY: LP- = t. ] /L = a/y = .33/ - Q X = CFS (Intercepted) Q C FS(Carryover) U S A �- � / 4 / 14 s -35- N 39 C . B. CURB OPENI \'G ( Interception ) Given: (a) discharge ( L A S - I¢- _ +I.3g C.t'S (b) street slope S = • O O a (c) curb type "A -2" "D" EJ (d) half street width = 20 ft. Solution: Q /S� = J / - ►L?i� ) /z_ ,v` - 'Therefore y= Q /L 0 65g L 4 / — 6 5R = 2 (L for total interception) TRY: LP ft. a p Q ^- Q,= - X i 6 - 3 -92- CFS (Intercepted) Q ► - 3•gy !- 7y CFS(Carryover) �' N�I `A i 1 ' -35- 40 C. B. # M 300 -3 Q� = l4.22 C ry CURB OPENING ( Interception ) (-))T- Given: (a) discharge Q = CFS M street slope P e S = ' /' (c) curb type "A -2" "D" (d) half street width = ft. Solutign: Q /S / z= Therefore y= = Q /L L _ / _ (L for interception) TRY: L ft. I�/ L a/ - .33/ - Y [� Y = Q X = CFS (Intercepted) Qc= - C CFS(Carryover) E AS -35- C. B. N KI3©J A CURB OPENING ( Interception ) �,cl >� 'CoL N r r "j N Given: (a) discharge 0 = 7- 67 + CFS N T N C IC Y r r r ref (b) street slope S = CLM Sc- 2 '/' u13o0 —t3 = I.746f.: (C) curb type "A-2" "D" sL''�EP�FS_� / ^•r1 (d) half street width = 20 ft. Solution: Q /S /x / O .CDS2) 2 = �� 5 Therefore y = Q /L = 0-62-S L = 4 -A 1 0.628 - - /S•o (L for total interception) TRY: L ; ft. V L = / a/y = .33/ ,A A Q _ X = CFS (Intercepted) Qc= a CFS(Carryover) ST TA / 25--4 3. 6 r)+ 13- 3) � v -35- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C. B. M 301- A Qtr � 7- 6 7 CURB OPENING ( Interception ) Given: (a) discharge Q - CFS (b) street slope S = '/' (c) curb type "A -2" "D" (d) half street width Solutiqn: 1 ' Q /S��^ �/ ) 2 = Therefore y= Q /L = L J (L for interception) TRY: Y a/y = .33/ YQ = Q X = CFS (Intercepted) - _ Qc C FS(Carryovei•) wE L = ls, AS I N Cgs -35- 42 CURB OPENING ( 111111rccption � t.livens (a) discharge t? iS ' (b) street slope S = (c) curb type "A - 2 11 (d) halt street width a �o•8s Crl tlolution: y � � • �- s Q /0. ID- / ► = log. i herefore L (L for total 111terceptlon) 'I'M L -:k tt. a/y Q ►D X . ='�- " CFS (Intercepted) Q = . y 2 • ' • CFS(Carryover) c. --) - 4, f -35- C. B. /¢.S7 QIbO " CURB OPENING ( Interception Given: (a) discharge Q—= CFS (b) street slope S = '/' (e) curb type "A -2" "D" (d) half street width = ft. Solutiqn: Q /S"t= A ) i 2 = Therefore y- Q /L = L - / _ (L for total interception) TRY: L ? = ft. L p/ L a/y = .33/ _ YQ - Q F = _ = CFS (Intercepted) Qc= - CFS(Carryover) 1 ()SE 13, hS -35- N 9u , 1 N 95 C. g. A VI-310 CU1113 OpLNING ( 111111rception ) / ►t�►�ot N r_, x 1 Given: (a) discharge t1- _ ►:�. -r.�z CFA �,��,t'�, =L�; �_�M - IP ;. 03 - (b) street slope S = Q9d = 1 (c) curb type "A -2" - (d) half street whlth a 2 it• Solution: S� Therefore y , O • S' S i2 -,5(=, / (;^. .� z; �� h = r4. L = 0- 6'7'1 I L to -fig• (L for t lnlerceptlon) - '� RY! 1 - (. sly = .33/ �.. . Q x y CFS pntet cepted) Qc , .. ` CFS(Carryover) — ` ^7 )F - 24•}63 G9 S - 2 44,48- 33 126- 6� 1 -35- M CURB OPENING ( Interception 10_96 ,3.72 Given: (a) discharge Q = CFS (b) street slope S = 1 (e) curb type "A -2" "D" (d) half street width Solutiqn: . VA l2 Q/S / ) = Therefore y= Q /L L _ / _ (L for total interception) TRY: L ft. ]. / L = _l Q a/y - .33/� l+ Q = Q X - CFS (Intercepted) Q - CFS(Carryover) 1 AS 1ev Cad. f -35- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C. B. CURB O-PENI \'G ( Interception ) UNCo�N TUOLME roti� =f) No f " , Given: (a) discharge Q = 1.2 -S 7 1 CITS (b) street slope S = D - G013•! ' /' _ ; n (e) curb type "A-2 "D" (d) half street width = 0 ft. Solution: ' r 47 Q /Sys= ) z = 13q• Therefore y- C•� / I, _ ) / _ ^ us i . b (L for total interception) TRY: 1 _ ft. YL a/y = .33/0 . I p•54! YQ = Q ]�-ei X ') - =4 _ 10-7 CFS (Intercepted) Qc= U. P _N CFS(Carryover) 20 -f 60 4 7) 7 - C ` 12 S 7. -35- t 1 1 1 1 t 1 1 1 1 1 1 1 1 1 C. B. M 302 Q►oo = 16.68 e r - s CURB OPENING ( Interception = /2•S/ CFS Given: (a) discharge Q CFS (b) street slope S (c) curb type "A -2" "D" (d) half street width = ft. Solutiqn: - '11 Q/S � 1 1 1 2 /( ) = Therefore y= Q /L = L = 1 (L for total interception) TRY: I. ft. 1./ L a/y - .33/ _ `2/Q = Q x = CFS (Intercepted) Qc= - C FS(Carryover) Ug)s 'L = i ,4 A IN 02s -35- i W dAlm C 13 . A CUIjB OPENING ( Interception ) (liven: (a) discharge ( ? s - +J. -� CC's (b) street slope S = Q• Qo � 11 11 �• i '1Lhy,+ -,��t Win^ (c) curb type " A-2 " I) (d) half street width 02►� ft. 1iblution: R /S i� - `l3 / ( • Tjoe y Q /L ' • 1, , ,-�: l p, bog ;'; • b (L for total lnlerceptlon) �- 'l'MYs LPG / ft. l3 �� sly _ .33. ^ b D•5b$ Q X 0 ^? M 1 • CFS (Intel cepted) N • w 1 4 N 1.3 CFS(Carrypver) Rc D -7 � - 19 -�46. • • j -35- t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C. H. 1 1303 Q(oo = i 1 -4 CP CURB OPENING ( Interception ) _ g.q� cr-S 2`97 Given: (a) discharge Q = CFS (b) street slope S = '/' (c) curb type "A -2" "D" (d) half street width = ft. Solutiqn: Q /Sys^ �/ j 1 = Therefore y =L.J Q / L _ / _ (L for total interception) TRY: L. _ ft. ]�/ L -/ a/y = .33/ TQ = Q X = CFS (Intercepted) Qc =�- CFS(Carryover) As I N G0, -35- 5/ C. B. I C 11 J r-V 0 P E N HN G (SHIP) CDT,, - 10 4 - _ = 27 51 CD 7 = ,I 6 -4 a 1 - 32 -`f3 c is l Given: Qu c fU (a) Discharge Q _ = CPS "A "D" 6" Rolled Curb type -2" 4 oiled (b) C YP Solution: if (depth at opening) inches ' h (height of opening) = inches s .. From Chart: ' • Q /ft. of opening CFS • L required U S E L= it. AS ► N Qzs Tt-�R u 3 op. 35-63 X100 17- Q �- ALO �►6 -'N C�LtV 3 5 -63 ! ' L01^� � � vERS10 N = Z F 17 , 82 CFS AtoN6 C ' -31- C. 13. # c U i B* 0 P E N JNN G (S U'-M P) C)'A - - Given: 25 0 Ik4- CFS Ino. (a) Discharge (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: if (depth at opening) inches (height of opening) = inches 11 /h = 0.310/ > _ oC_0o From Chart: Q/ft. of opening = CFS L required _ ©- 33 ft. 2- 44- U S E L= 21 ft. ' S3 C. B. I1 curs - 0 P E N TN G (SUMP) ;wN • �. � - ,ofd "i N ) Given: (a) Discharge Q = 1 1 23 CFS (b) Curb type "*-e --u $" 4" Rolled -&"- (OM 12 34 Solution; if (depth at opening) _ '� �'— inches �'�. � inche ELr', � - -• z h (height of opening) = r , J SST 2- d From Chart: �•' - Q /ft. of opening = 2-7 CFS ' L required - �-i / - • = • 1(, ft. U S E L= ft. 1 1� 1 1 1 1 1 1 1 1 1 1' 1 1 1 1 1 1 1 0 C . 13 . # 3 O + 2 T'r'C� Given: r od S C g >� 3 °s Z� f�P -��" N D � �-,� �r :. /!f•3 c�, TM— • . T a (a) Discharge Q / CFS y 1G (b) Curb type " ' `- V' Hailed '�Gvvo rr -c,� �. � r•�M c g- 1 3 6D- ��n r. -A-6 C 7 ft L (ft = 32 - 7 72- CPS �011:tivri; 11 (depth at opening) inches h (height of opening) _ ,'(D.S inches From Chart: Q /ft. of opening = 2- 7 CFS L required = 32 -•72 ft. U S L L = 12- ft.'s" r6v ; 32.7 _ 1 14- 3 ; 25 -57 CFS -31- i ri 65 C. B. C ji 1 r-.' 0 P E N J G (S UAT P) �"� _ �•w � -` ' , ` N S7- 4 1 Given: . -S (a) Discharge Q 2 = ZDI CFS (b) Curb type W MIM Solution: if (depth at opening) = 12 inches 1 (height of opening) inches if 1h IL) From Chart: Q/ft. of opening CFS L required 20. CO ft. - U S E L= ft. Se Q160 96 1 yk VL7 �i5p 7.220 i C (3 C. 13. S• bz Q Tt ,.r� • 43 ' C ,, , OP ' 1 NJNIG (SUMP) $•It�r�� 134 /s Given: 2 1 2. - (a) Discharge Q - CFS 3 / CFS a ® , " " 4" Rolled (b) Curb type A -2 " D 6" Rolled Solution: It (depth at opening) = inches h (height of opening) - inches From Chart: • Q /ft. of opening = 3 • v CFS L required =) ' / / 3 � o ' USE L= ft. ' -31- � X 57 C . I3 CLIRh 0PE,NI \G (SUMP) s 1 (I -6 Given: (a) Discharge Q = 1 4 - CFS ++ 4" Rolled 6" (b) Curb type Solution: If (depth at opening) _ 2 inches , ' h (height of opening) _ ! � inches if /h From Chart: '• Q /ft. of opening ` CFS • L required ft. SE-E Qd9 ' USE L= ' -31- • C. B . �� M Z7 = Is -6 4 1 r7 82 CtIIt I 0PE, I'G (SUIIP) + z 2 1 = 20- 31CFS � _ s, Given: rya w F Rs' nn PrR.E h 316 � - 3 •7' ��( 1 2 ?1Z 7• CFS jq. (a) Discharge Q _ _ Z'7 (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: - if (depth at opening) = r Z inches h (height of opening) _ /D,•r' inches Ii /h = .Z 1 From Chart : z 2 • Q /ft. of opening CFS L required - I 3 - ft. ' U S E L= /b- 5 ft. AtqA m 306 9-IZ4 .� - C. I3 . N CUrr* oPr:,NI IN G (SiJ�IP) Given :,�� (a) Discharge Q , = i •5� -�•�,� CI•'S :`�AI� . o tC (b) Curb type "A -2" "D" 4" Rolled 6" Rolled r_"Wn c. 3 ' 3a 1 3L) - )23 Solution: H (depth at opening) inches h (height of opening) = y'•"s inches From Chart: Q /ft. of opening = = • CFS ' L required U S E L= ft. C. B. Q 00= II- 32C�Tr is - zs' C IT i:h' 0 P E 1\ I NI G (SUMP) = . 8-80 O t =19�F4 O g7 0 6 Given: -- (a) Discharge Q _ = CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: ji (depth at opening) = inches h (height of opening) = inches 11 From Chart: Q /ft. of opening = CFS L required USE L= ft. 1= 6 J As A PA ! C /NCOL - o S - 31- - 72- CUnZ OPF1\TI \G (SUIIP) 2 5 Ac Given: _O rC r- c (a) Discharge Q 2. = O- S C PS CFS (b) Curb type "A -2" "D" 4 Rolled 6" Rolled j = 1230 -2---4 C T\ Solution: II (depth at opening) = inches h (height of opening) = inches From Chart: Q /ft. of opening = _ CFS L required - / = ft. USF L= ft. -31- C. B. 0 1� D8 -A CUr D,* 0PEN1N'G (SUMP) Given: ,-W4- 0• 25Ac aim (a) Discharge Q = CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = inches h ()Ieight of opening) = inches 11 /h From Chart: Q /ft, of opening = CFS L required = / - ft. U S F L= —� ft. AS -31- v ~ C. B. 1 _� CUlti3 OYL• NiNa ( tnture ption ) �L1NCV�n� S pvtqrry C-p - T } y ? 3 - L� F� (.liven: (a) discharge Q S C (b) street slope S (c) curb type "A - i (d) halt street width tt- C XPRCt r U P TO CPeo l.y2 -A = ` -I-62. 23.0 , 7• -2 = I -4S C P-S rO 11olution: R iS 7 � ° .__- __ -___/ ( - �, }= _ -` There tore y � " • � �' Lrl v�ury^. . L X1.(2 / n ? ? 4 . - (L for total interception) TRYs 1,�w fit• a/y `�R ' . ma y.- ' Q 1 ±2. N • ► t 38'" CFS (lntei cepled) �e Qr•= 2!•S2' - t� -u P 3- CFS(CarrytIVet') r _ ..-> 7D 7 /C = 1`2 -35- —J or oo - 3 1- 2� - C. B. e M3o9 - _ 2I. 6Z CURB OPENING ( Interception ) 0257 Given: (a) discharge Q = CFS (b) street slope S (c) curb type "A -2" "D" (d) half street width = ft. Soluti 4 n: ) _ Therefore y QIP= R Q /L = I • (L for total interception) TRY: I _ it. YL a a/y = .331 ____ it a w t X CFS (Intercepted) Qc= - CFS(Carryover) 23 AS' l l� Qif 1 1 1 -35- C. 13 . N M --� ► 0 CtIuIV OPENING (SUMP) ta Given: _ (a) Discharge Q -s = i6- 5 % CFS (b) Curb type " 4" Rolled 6" Holled 8 Solution: II (depth at opening) = '�' ? inches h (height of opening) s inches If /h = '9,8 / Ib From Chart: Q /ft. of opening -=' CFS 16 _ ft. L required - 5 � / U S E L = ft. Q[o0 ��L- r : _ <) - "� ' -3I- �o C. B. 11 �( �((� �Iw = 22 •I6 C11F', D,' 0 P E N FN G (SUNIP Given: (a) Discharge Q Lam. = 22. CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: li (depth at opening) = 12 inches li (),eight of opening) = 10, niches if /h = �Z / l�. 1• ly From Chart: Q /ft. of opening = 3-0 CFS L required = 22- / 3 -o = 73e ft. U S E L= a ft. ' i • -31- C. 13 . N 1\1 ' CtJ li I 0PENJN'G (S11AlP) - rH Given: (a) , Discharge Q ?,c = )1 - 7 T CFS (b) Curb type "" "" � - 4" Rolled -V' Pulted 4 it � „A/kS, or r ' C r 7-+ O- 13 - o l 0 Solution: 11. �. ! 2 (4 ��epth at opening) _ inches _ h (height of opening) inches Il /h = 10 8 l a L) ' From Chart: Q /ft. of opening = CFS L required = - - USIJ L= ft. SEC O I N -31- C. B. P M 3 IS. 70 G I S CUI;I;' 0PT KING (SUA[P) Given: (a) Discharge Q In _ = 15.70 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = (Z inches h (height of opening) inches 11 /h = (2-- From Chart: Q /ft. of opening 3 CFS L required = 15. 7 O / 3 - S 23 ft. U S F L= 6'o ft. -31- 1 \1 t J 69 C. 13. 1 Ct11;r' 0 PENINIG (-S UMP) 35- f-7 -11 r f EA cT Given: 1 1 t3 -24 c.� FAN' n'►3�1 (a) Discharge Q 2f = 12- 70 CFS (b) Curb type " '= 4" Rolled - � I / 1226•2-1 C cat - - 4. 26 > �-1- ►226 -- '= - , Solution: 11 (depth at opening) = 12 inches h (height of opening) inches if /h 1 F From Chart: ' Q /ft. of opening = 3 u CFS L required - 12--7D / _ - ' ft. U S E L= �— ft. Qi oD /l -31- - 7D C. B . 11 ICI 5 l2 C111 0 P E N' VN G (SUMP) Given: loo = 3. = 8 - -7 .12, 29 (a) Discharge Q goo = 23. 03 CFS 11 11 11 t1 11 ta' (b) Curb type A -2 D 4 Rolled , --& Rolled Solution: if (depth at opening) = 12 inches h (height of opening) =- inches From Chart: Q /ft. of opening = 3 O CFS L required =. - = / = 7 U S E L = ft. l rr�! l` l 17 8 2- !0 ! �3 - ro , C CA pftc IT`/ '1p n wN -31- N !7. 2 27 2 �„�� • j r- Y� ' i l rr�! l` l 17 8 2- !0 ! �3 - ro , C CA pftc IT`/ '1p n wN -31- !C . I3 . U \/) ? 2 CIinIV 0PENING (S1J -I P) s14N Given: (a) Discharge Q z; _ = .5 -27 CFS (b) Curb type " -' �� 4" Rolled &" nutted TIC Solution: II (dept)i at opening) _ / 2- inches h (height of opening) - VO, S inches 11 /h r • From Chart: Q /ft. of opening = CFS L required = % 5> / = ft. U S F L= r -31- 72 C. 13. 11 313 CUP1',' OPENING (SUNIP) Given: 7. o6 3- 05 to 20 G TS (a) Discharge Q too CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = 12- inches h (height of opening) = 1.s inches From Chart: Q /ft. of opening = 3 CFS L required = 20 - + / 3 = 6= ° 1� ft. U S E L= -31- C. 13. ! , .I3 1 �t C111,IV 0P1: (SUAlP) I i Given: (a) Discharge (,Z r = ? • -59 CFS (b) Curb type "A -2" "D "- 4" Rolled 6" Rolled 12 ci y7 / Solution: 11 (depth at opening) = 1 2- inches h (height of opening) 7 inches r From Chart: Q /ft. of opening = CFS L required = / = ft. U S E L= ft. —31— C. B. N M314- Q oo Ctrr;r' 0P> NIN (SUMP) . .ro -7W 1 Given: (a)- Discharge Q 1,no_ = 2 1- 9 0 7 CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: - - — if (depth at opening) _ ' Z inches ' h (height of opening) niches 11 /h = 2 - s <y t From Chart: Q /ft. of opening = 3 CFS L required = 21 / 1 1 1 1 L= C � ft. -31- Solution: JI (depth at opening) = 12 inches h (height of opening) 10.5 inches I1 1h =2/1,0-5_ 1 -�4 From Chart: Q /ft. of opening = 3 CFS r��vtn a 44 f ' y. c%S L required - �9'� 7 3 12- ft. U S E L = 4- ft. —31— C . I3 . !1 C . �3 � ��► ✓ I Is. A �}v to _ �- � � A2 ES' o� e - ark tn�►2 "A Fmr Z•z4, , G -94 c�c CiTT:It OPT�)\TJ \'G (SlJ1IP) Fav !- I ri 3.3 s " � � :4.00c�s Given: _,� @ c, 3., -�.� zTs•s•t2 -o) x el �2e26 -of = 1226 -►z - 12.26-12 + ►226.1 —, -0 = ►z2s.,a CFS (a) Discharge Q Ion = 4.37 (b) Curb type "A -2" "D" 4" Rolled 6" Rolled I f C g, S I- 4„ ,)e P " 0 Solution: JI (depth at opening) = 12 inches h (height of opening) 10.5 inches I1 1h =2/1,0-5_ 1 -�4 From Chart: Q /ft. of opening = 3 CFS r��vtn a 44 f ' y. c%S L required - �9'� 7 3 12- ft. U S E L = 4- ft. —31— Given: (a) Discharge Q ram _ 13.2- CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: s , 11 (depth at opening) = 12 inches T. opening) f © inches �lyl h (height of l g) = _ ,• From Chart: ' CFS Q /ft. of opening = • L required - 1 / '> - ft. U S F L= �.o ft. 1 C. 13 st . Il c 1 "Z F " r EAT o = � P�- �R 101Q Cirrtr' 0PENJN (St 111P) ! � P- V " 1226.01 C - L�. w Given: (a) Discharge Q ram _ 13.2- CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: s , 11 (depth at opening) = 12 inches T. opening) f © inches �lyl h (height of l g) = _ ,• From Chart: ' CFS Q /ft. of opening = • L required - 1 / '> - ft. U S F L= �.o ft. 1 1 CrM WOMI MMIO • LAND PLANNNO . LAND s URVEYMIO aArtcI ..�. cQ,,Ty Ad N d ilAz Y.fis• 1 T ' N d 1 Q IV Of to. l egal '.� � I • 1 � .y . Q2 S2- . ; .o X34.35 1255 g� y O�it FP.P 11 N J SIC _ ��E� ���.z �._:.fT Vd /L.4BLE �► _ �CF F��, _ 4E��. - q3 drAoU .?S GF Cv �!c 39 'IF of ,? 4 Gt T8 4 /Z �? y 1 d fT. I / use V f^ 3i66•L AIRWAY AVENUE • COSTA MESA CALUORN;A 92626.4675 • 17 14) 041.8??? • 7.5 0 ' CML EIioiNE mm • LAND PLAWNG • LAND 8URVEY1N0 MAXCt 1r *AIR NO. matt rely 84 l# A wl. MIT r 1 I C. a * "-.--TOo/- A _, �a R ".. •1'i Jr 1 2S� •?r '7,6 p it k a &U.L" N2 0 V; L it L - X6'74 I co 0 �, : ' /1 5. r a `. . 1 T.G. �1 - , MIZA&E Ar* _ AL = QED �. k :.' • �...5 Qty Ml Q v 767 CAS ;s A IF or- � � ~ C,�' � �B -,i USE y . , .r 44FR , y 3186 -L AIRWAY AVENUE • COSTA MESA. CAL1fORN;A 92620.4676 • ( 641.8171 77 $UBCATCH3f�$�%�/ BY � r DATE )OB NO. SMIEET OF k Gas r. - /. 2 v2 . ball- Z S` i • ( SFL= � � ? REDHILL A ENUE • COSTAMESA. CALIFORNIA 92626 -3428 (714) 641 -8777 l ot~ , nm 1 am LAND PLANNING LAND SURVEYING omwm ' S- 1 2 ' Nlc /EhL IV N I 9AIG 12610.6 72' - ) �. � 4. 6 �- I i -/ G 11 b "Nav ze N-2 vz G �'j sy -4 C7 77 30 - C , .... ....... y. 4 VI . 5 - 4-1 . r C8 0 1 IJ c "�' P /) t 7 S JYMIZA&Z 4* (CF 4,r"q) cjrs 30'9-70 A'C Z F OF 4 3 7 use ti '78 n 3186•L AIRWAY AVENUE • COSTA MESA. CALironN;A 92626.4615 • (1t4' 841.8111 A"W4 fo-0 g ot* CIM ENOMMERINO • LAND PLANNING. • LAND WRVEYWG suueei �%Z7f N t S.D. s iA t ;! +mT t w „'* W/3o . 1N i as 7�f 4 ;c tv ~ i 1747.73_„( y T. G. � __ �- .. r - AY014A&Z .4 _ s (cf f..�� _ dVA14 Q� s X2.51 GF$ 2 - A'CP -Z&- L F OF 4f it 4 / 1 V � s 1 0� = "_,_ fT • use - 79 3186 -L AIRWAY AVENUE • COSTA MESA CALirORNOA 92626.1675 • 171'1) 611.6777 1 SLoscr 0 3 ow \j 1 43 77 a ......... . .. -L7 12-51 '`�•�.•,� rig IZ571,6 : 2$ •32 ? .73 .2 R 3186•L AlnWAY AVENUE • COSTA MESA. CALironN,'A 92626-4615 • (7141641-sm y. - 4 C8, , 1A 3�3 ,re. 1257- Y.4�4.. 12.51-Z2- a 7t 0.2 /ass /m ,�/Sd /L�4fLE �• _ " �Cf,�F,.S, a '' QE��. ,y 0. �,� C+�MG CPS 105 kcp .1 Oc 1.6 4 1.2 ? .73 .2 R 3186•L AlnWAY AVENUE • COSTA MESA. CALironN,'A 92626-4615 • (7141641-sm egA"Wao-o-o g ot* WIL ENOM U MM • LAND PLANNNO • LANO lu"VEYING quenct � 77", -1=11' rMW A 7 N dWdz VJ /S I C, 3. -1 MI 304 . ST A . ?-6 —(.:� 63 L �'AW.Sr 6E N..2 �% .1 JV Z i L -57 — - I2 4s• ; Y. Q /.A 6.16 FP1 /,f 2k4 $f S,C[ � (���jL+ .7 �.1...v Q , Z4 C -rs K= 30 9.7 A'CV o2 o f _ c�- ,� FB4 A- = 3.9 l; 3186•L AMWAY AVENUE • COSTA MESA, CAL1fORNIA 92626.4615 • (11 611.6111 1 . r� CIM ENOWERM • LAND PLANNING • LAND 8UPYRYING I N ! I C. 3 6m j//Az yw. ,* W1,30,5 1 9 TA .14 +4 1.33 >1.2 67 .. ........ - S� c c -13. a Y al Q1,A In C8 m/ , a .rc. 2 s 54-0 /2 ,4Y,d1,4A&,C (ccouq) c/Is K = loo A'CP ► IF of r,6 4 A. 9.62-1 3186-L AinwAy AVENUE • COSTA MESA. CALironN;A 92626.4675 • f? 14) 84 1.8??? *0 WAA4 c1 CIVIL ENGINEERM • LAND PLANNING • LAND SURVEYING 727 12411.4 - isib By _- H No. NATURAL GRQ!/ND + /2382 f 12 3ti •i,S i 12 � 1227. Lik �= 13. x /Z,36, y/ '' r21S1! r � •2:7, r %�% dr�� _ I L - 11) 1161 1?34. A1 Z ..Ji bs cFS�K- 3170 REDHILL AVENUE • COSTAME8A, CALIFORNIA 02926.3428 • (714) 641 -8777 w CIM ENONiIEERWO • LAND OLANNM • LAND IURVEYM susxcr w eta a eN�tc vr�f rA )232 - r. �.. r •% ' .+ 12 2� zz ' 22'2 5 • 6 3 `1 '` • r' w I y . pJ,a 6.-L4 fr1 ca AMILABLf (CA 4 'c" q) T.G. ? � �: • � 8 r"_" crs Ka tiro• 1 k'Co 7- 46 t f of 30 ~ r., rl A 3186 -L AlnWAY AVENUE • COSTA MESA CALIfo11N',A 92626.4675 • (7 14 1 641 . 811 f i - CIVIL ENGNIEEpm • LAND PLANNING • LAND SURVEYING VAJKCI 411142 Kar M 307 By `f H I? 4 _ 1.231- Afar zG N.2 '%: or jo 1226•so 6.7 2 '4 73. cir / ),6s 4f ems -,. Z 5 c . dMIZA&E AL (CC QE��. ,� a •1b c�� q. ZO.31 crs K. � A -a A 6 -7Z j f of 2 ,E 1-2 1 8S 3166 -L AIRWAY AVENUE • COSTA MESA CALII'ORN;A 92620.4675 • (1111041.01 ?I �1tc� d g ot* CIVIL ENOWEERINO • LAND PLANNNO LAND SuRVEYINO 9Aft 1101 NO. 'smi CI g&N 411W MIX 0 r �.� s► 8 -7s ; i { nj -2 ». 222.40 IZ 1_ n # f,E_N /. 17 = 1I4 � 3� 4 GCSE � • � Y �E�/ / . 3198 -L AIRWAY AVENUE • COSTA MESA, CAL1fORN;A 9 28 20-1915 • 17 10 911.9??? . - Sb 0 Y- Q /,A FP 01 —__. JYA 14A&Z 4' • s (GF F•. _ '' QEv7 D. A, 0.9 Z dVAUi 47 0 to - 7 t CFS GCSE � • � Y �E�/ / . 3198 -L AIRWAY AVENUE • COSTA MESA, CAL1fORN;A 9 28 20-1915 • 17 10 911.9??? . - Sb 0 87 1 1 M 308 A t � m t 1 Ci 1 12 ,3 0 . �o a -29.2 �s o c� G /1 '7 11 6Z 1227- Q 0.50 Z ! O -S Yl ,V!5 F 7 - � ^ u!Y" PEPTH a►W ',oe NO. 1230 - Z° 1 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92628.3428 • (714) 641.8777 CIVIL ENOwn"m • LAND PLANNINO • LAND SURVEYWO .� �; "n 12 )227 9b ��or..h Oi c►.n ''' . ,zyss 1 Y. ola ca d : a ,ey aitQ�[E �► _ _ (cF �`�'�� = } QED o. � o • sy cam' Q 23_.07_ GAS o �s g_ USE 6• = r lY „ dEPi�. 3186•L AIRWAY AVENUE • COSTA MESA CALirORN1A 9 2826.4615 • (71 41 941-8177 I = 43 i i 1 F 'I . ,zyss 1 Y. ola ca d : a ,ey aitQ�[E �► _ _ (cF �`�'�� = } QED o. � o • sy cam' Q 23_.07_ GAS o �s g_ USE 6• = r lY „ dEPi�. 3186•L AIRWAY AVENUE • COSTA MESA CALirORN1A 9 2826.4615 • (71 41 941-8177 I = 43 i i 1 I 1 ■ j S 7A 2+59- 5 4 1 Xs my " t 1-1 I WS josNO. I Met 'Alfav ze N.2 j t/z W i L C IFA FPS 0 AY,dIZA&e J& cIr crs A'C ZF of 4 01 1 77 3186-L AIRWAY AVENUE • COSTA MESA, CALironNIA 92620.4675 • V14) 641.8 »l t i� 1 I CIVIL ENGINEERING • LANG PLANNINO • LANG SURVEYINO suemcl er N furl *8 NO. wttr or 7 C. B. -,4 � s l2 1 1 1 1 1 1 1� -3. s , . 0 - -0 1 n n i.<WA_� :,.,�• _ j -, �? 4 � r` y �I�J Yo Q/,A s FP.!' C 8 Q if W.: rc. / 2 4 dwNd 7 �c use ._ . J , ; %� . J� _ , � . 5�. <� f- v: i X G •fib- = /� 2 5 - � � K 3186•L AIRWAY AVENUE • COSTA MESA. CALIt'ORNIA 92628.4615 • (' 1 A) 641-8717 CIVIL ENGINEERING • LAND PLANNi • NO LAND 8URYEYINO suescr er DMt 1pe MO. purr OI 1Z = N. V i 'S .,D. 5vA Jt�F03 o' - ( 1224 - -- — lz >/.2 ? 'o .z ,$�L 2 o i l r` 12, r,�U CI s FPS T.C. NFL, /2zh � 4.- 1 � 2' ^';-_,_,t� 0 . 20-37 cFS K= 5 2 0 -7 k'Co 3 r w L f o f 3 3 ~ e T r. 4 �G V j�.t i 1 � �.r•�.� �/ I �) 5.939 91 I 3186•L AMWAY AVENUE • COSTA MESA. CALIr onNIA 92628.4875 • (714) 641.8777 SIMRCt !� IAIJ 10! NO. MIT or 7/c i2.;-642- j 0 , I b It M� ,I 1222- . FP.�' 2- Ce ? 2,;-3 1 , --o /� D- 17 T.C. 12:2.S - 2- 0 17 QW Na Q 9 Q-• cps A'Cv 57 tF of -24 /CT use 4 - J 2, "v "OERI'V, q! -A.- 3 185•L AIRWAY AVENUE 0 COSTA MESA CALIfORN1A 92928.4975 • (114) 841.8717 CIVIL ENGINEERING • LAND PLANNING • LAND BUnVEYING immcf- sy 9JAIII - Cilv"464SAI J11,41-MIT 'i 7 if 'Atilir a >42 01A 4-2 FPS 12-22- a - 4f 7- T.C. );z L,C4 dFAIZA451f .4 fnj.;q. o 49 N4 Ow 13-21— CPS K= 2,26-2- A'CP r6 4 0 U se � -O� — P .0,EP171, 9 v I 3186-L AIRWAY AVENUE • COSTA MESA, CALironNIA 920)2e.4675 • (714) 041-8777 93 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** CHANNEL FLOW CALCULATIONS * * * * ** i� N I C E H f� 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 (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 = .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 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 Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Dept] CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Top Width(Ft.) = 7.29 Velocity(Ft. /Sec.) = 2.705 Area(Sq. Ft.) = 1.66 _ .999 1 above invert elevation = FOR CHANNEL NO. 2: Top Width(Ft.) = 10.87 Velocity(Ft. /Sec.) = 2.646 Area(Sq. Ft.) = 2.36 1.000 above invert elevation = Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Dept h .772 .602 .772 .602 94 * * * * * * * * * * * * * * * * * * * * * ** 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 -> .0 .00 1.05 1.00 1.03 2.00 3.00 1.01 .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 13.00 .81 .79 14.00 .77 15.00 .75 16.00 .73 17.00 .71 18.00 .69 19.00 .67 20.00 .08 X 21.00 .17 X 22.00 .21 X 23.00 .25 X 24.00 .29 X 25.00 .33 X 26.00 .37 X ' 27.00 .41 X 28.00 .45 29.00 30.00 .49 .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 40.00 .89 .93 41.00 .97 42.00 1.01 1 43.00 1.05 44.00 1.09 45.00 1.13 46.00 1.17 47.00 1.21 .4 .8 X X X X X X X X X X X X X Xc Xc X c X c W c W c W c W c W c W c W c W c W c , XW c X c Xc X X X X X X X X X X 1.1 1 .6 45 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** 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 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 = .632 (Ft.) Average Velocity = 3.23 (Ft. /Sec.) (Ft.) = 12.00 .040 .020 19.00 .020 .013 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) NOTE: The Channel Channel Channel STREET FLOW CROSS SECTION following critical depth calculations are for: 1 - If STREET, property line to outside edge of gutter - If V- GUTTER, property line to start of V- Gutter 2 - STREET, outside edge of gutter to crown V- Gutter, in V- Gutter itself 3 - V- Gutter, 2nd half of street CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Dept h u CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Depth FOR CHANNEL NO. 1: Top Width(Ft.) = 2.00 Velocity(Ft. /Sec.) = 4.073 Area(Sq. Ft.) = 1.03 1.000 above invert elevation = .598 FOR CHANNEL NO. 2: Top Width(Ft.) = 12.06 Velocity(Ft. /Sec.) = 2.785 Area(Sq. Ft.) = 2.91 .999 above invert elevation = .649 is * * * * * * * * * * * * * * * * * * * * * ** 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= .65 Feet _ "c" X (Feet) Y(Feet) Y- Axis -> .0 .4 .8 1.1 1.6 C - .00 1.05 1.00 1.03 X 2.00 1.01 X 3.00 .99 X 4.00 .97 x 5.00 .95 X 6.00 .93 X 7.00 .91 X 8.00 .89 X 9.00 .87 X 10.00 .85 X 11.00 .83 X 12.00 .81 X 13.00 .79 X 14.00 .77 X 15.00 .75 X 16.00 .73 X 17.00 .71 X 18.00 .69 X 19.00 .67 X 20.00 .08 X cW 21.00 .17 X cW 22.00 .21 X W 23.00 .25 X W 24.00 .29 X W 25.00 .33 X W 26.00 .37 X W El 27.00 .41 X1 W 28.00 .45 X W 29.00 .49 X W 30.00 .53 X W 31.00 .57 X W 32.00 .61 XW 33.00 .65 X 34.00 .69 X 35.00 .73 X 36.00 .77 X 37.00 .81 X 38.00 .85 X 39.00 .89 X 40.00 .93 X 41.00 .97 X 42.00 1.01 X 43.00 1.05 X 44.00 1.09 X 45.00 1.13 X 46.00 1.17 X 47.00 1.21 X 97 e i 1 C E C G C i i i we g- ; gmco CIVIL EWMEERING • LAND PLANNING • LAND SURVEYING SV9IECT ; _ A SY 7 77N� ,2 OATS SHEfT OF P y� t om' V �! J4= <':-.w "ARrADR EAST rONST 1'►tt'' WRY/ VU uvD�a�►v DE ►v cE krAy bat t LL /AMS gu r;g ' `.� � Y '; J,. ,Tµ 8 20 F�c : r qLr -tee p?i, w kt F�; ►^� �(� /w1 Ael A p 0.17 Z 0 -170 2 -17 0 -078 3 -og 0.20 2 - - 0 - 2 - 4 2.95 0.081 4-91 0.25 dr. •00 0.4tO 4 -25 0.0 8 -98 0.3o 5.25 1 O.6tl S s6 0 -1 15.02 0.35 6.50 0 -933 6-86 0.136 24.49 0-40 7-79 1- 191 B -16 0.158 37- 041 G - S. co 1. a -, -) 0.163 .4o•d 0-43 9.00 - 539 C , -4l 0- 163 45.;49 0-4S 10.00 1 • 7;L9 t0 -47 0.165 51.53 0.49 11 -5 2 - OS2 M-00 0.17/ 62.63 0 - 12 -So 2 •,2 x t? 12 ^.!yL 7/ -31 0152 13.50 2-S-51 i -oy 0. I" V - 19 0 -54 I4 5C 2. 831 IS•o& 0 -188 92.07 0•il6 1550 3. 132 16 -ce 0-195 104.34 0 56 16 -50 3.452 17-10 0.202 117 -73 060 17-50 3-7 19-12 0 -209 132 - ° 7O !8 -63 0 .213 1!.,? - 27 15.63 4 - - -qn ! !7 16 0.6 t� 20,em C1? ' r: ^: 4- 7-F i � ��w 17'5.39 6.6 s'G -Gc T.!- r � l 3 G ? � ' f„ l u � s ��i • 61 t 1. I ( 20 -GO T /..• 22 1 � .77r- 440 1076 �0 f _-. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING susxcr � w � OAK *9 ►a. pttr a cd,7f1 84S /N �l,VQC MIT "1 v I (, r h o 07 A T cops Z -z -6p CB 0 - T.C. � -------- ? I Ll ; JCL s (W�) ( /Sf�y .� or Ct .641 ,�VG /L � �►- _ �CF � r = _ < � USE Cwl A ull 31 86 -L AIRWAY AVENUE COSTA MESA, CALIf0I1N;A 92628.1675 • (711) $41-8777 i j i 9y '9 Z ! f { i S £' hf� S/0 s/7 cos G _ McA� �b �� L!"'� Ar 16 � 061 � � bl) 1 7 F '�l - ,j a�ii1 Ni Z �' �p � Z' . Z 9 +� 9� �� �'�� �c�''f� � � -�l'� � � %!" / r- �(�) • r. � C..� r'� n/ 'L.f'�7� � <'�! �L y a7/+'/ 9 ' / ' 69 I -�--` � ' 9 • ' / 2�' / S�/� 6 O/ .. � � 1 c •�r � <�G �2 ,, �t�f /y r l �1 EAST VILCAGE LCNE B T2 0 25 -100 YR J.M., JN 3810 -020, 2/06/1989 5170.001247.57 1 1253.60 5267.671248.24 1 .013 .00 .00 0 Jk 5272.341248.27 1 2 .013 14.4 1250.00 45.00 1 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 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 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 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 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 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 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 8 4 0 .00 3.00 .00 .00 .00 .00 9 4 0 .00 2.00 .00 .00 .00 .00 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 18.7 .0 l Noo 000 00000 00000 000 N p d1 dl 01 (J1 01 01 C1 Ul (J1 P d� s � HOC m Cry VI Ul a% 0) ON 03 00 co N 00 ui N N N N N W N ," N N N W W W W W W W W E E 8 8 8888888888888888888888 � o O 0 O O O O O O o 0 F ' N O O O O O O O O O O O ZZl WWA _.,. :. N W Fb R (JNE- -Y Mg1TMW.M./P.M I., , J # 3870-020 , 12,/06/$8 SB= IMOU 1EPIH W.S. Q VII, VIIM EEFOL SLM CR IICAL RW/ M/ Zr, NJ AVSER IIEV CF F104 IIEV FEND C1D.M EIW t13Ji EM ID M. F1 I,/Eum SD SE AW BF NJM E P1H ZR 0 11715.18 1215.91 6.433 7222.343 27.7 4.66 .338 17.22.681 .00 1.748 2.75 ,.00 .00 0 .0 0 63.96 .00297 .002743 .18 2.161 .00 0 7139.14 1216.10 6.482 IM. 582 27.7 4.66 .338 1222.920 .00 1.748 2. .00 .00 0 .0 0 90.92 .0O30B .00¢743 .25 2.125 .00 0 1230.06 1216.38 6.452 1222.832 27.7 4.66 .338 1223.170 .00 1.748 2.75 .00 .00 0 .0 OX TI' SIR .00301 .0061993 .02 .00 0 1233.39 1216.39 6.553 1222.943 16.8 6.99 .758 1223.701 .00 1.505 1.75 .00 .00 0 .0 0 57.21 .00280 .O Q1242 .64 1.750 .00 0 1290.60 1216.55 7.036 1223.586 16.8 6.99 .758 1224.344 .00 1.505 1.75 .00 .00 0 .0 1 1 N W 4 1 EAST VILLAGE T2 LINEH 0 25 -100 YR MAJID /J.M. /P.M.L., J # 3810 -020 , 4.661209.50 1 8.661209.54 1 .013 9.161209.56 3 .013 260.491210.96 3 .013 345.511211.53 3 .013 JX 350.511211.55 3 2 2.013 357.721211.61 3 .013 809.651214.64 3 .013 JX 814.311215.14 1 4 .013 979.601215.60 1 .013 984.271215.64 1 6 .013 1075.181215.91 1 .013 R 1139.141216.10 1 .013 1230.061216.38 1 .013 1233.391216.39 9 10 .013 R 1290.601216.55 9 .013 SH 1290.601216.55 9 1 4 0 .00 3.00 .00 2 4 0 .00 1.50 .00 CD 3 4 0 .00 3.25 .00 4 4 0 .00 3.00 .00 5 4 0 .00 2.75 .00 6 4 0 .00 1.50 .00 CD 7 4 0 .00 2.75 .00 8 4 0 .00 1.50 .00 9 4 0 .00 2.00 .00 CD 10 4 0 .00 1.50 .00 11 4 0 .00 1.75 .00 2 4 0 .00 1.75 .00 16.8 .0 0 r� n F u 12/08/88 1214.40 .00 .00 0 1 2¢ .00 .00 0 .00 49.20 .00 0 13.1 1.61212.421212.42 46.80 67.50 .00 .00 .00 0 .00 .00 .00 0 22.7 1214.92 80.00 .00 .00 .00 .00 0 6.0 1216.26 45.00 .00 .00 .00 .00 0 .00 81.43 .00 0 .00 .00 .00 0 10.9 1216.89 90.00 .00 .00 .00 .00 0 1 2¢ 1216.55 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 2¢ Fl n / 25 * WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN 1S 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 ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR twww* ww* w* w* [ ****** 6 , 4.6 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 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 RANS 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 3 85.02 .00671 .007415 .63 2.850 .00 345.51 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 JUNCT 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 1 0.91 .00297 .001725 .16 1.960 .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILLAGE LINEN 0 25-100 YR MAJID /J.M. /P.M.L., J # 3810 -020 , 12/08/88 E STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ ID NO. ZL NO PIER AVBPR L /ELEM SO SF AVE HF NORM DEPTH ZR *** �ww:* w** wwww**** ww*** ww*** v►** w* w:********* s,►+ r******* ws***:**. w* w* w* w***+ �w* w�.* s* w* w********* ww•* ** * * * * ** * * * ***** *w * ** * * * *r * *• ** 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 90.92 .00308 .001725 .16 1.934 .00 1230.06 1 1216.38 5.906 1222.286 27.7 3.92 .238 1222.524 .00 1.702 3.00 .00 .00 0 .0 UNCT 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 Fl n t l EAST VILLAGE T2 LINEAH STA. 0 +00 TO STA. 2 +82.87 Q 25 -100 YR 3 MAJID /J.M. , J # 3810 -020 , 10 -21 -88 0 2.331214.92 1 1221.22 100.551215.47 1 .013 .00 103.881216.97 3 2 .013 16.4 1216.97 79.40 282.871219.33 3 .013 .00 H 282.871219.33 3 1219.33 CD 1 4 0 .00 3.00 .00 .00 .00 .00 D 2 4 0 .00 1.50 .00 .00 .00 .00 D 3 4 0 .00 1.50 .00 .00 .00 .00 9.0 .0 c" u �l .00 0 fflne e /2(10 A ll , � l 141 , ** FI dII G ND. 2 ** - WM MUM E EVACEICPT GUM IS ISS MN CR BJM llWW IIEM1 IN MAKE, W.S.IIEV = INV + DC 1 F0515P MUM SUMACE FECFIIE LTMM 1 FAgr VHIAE LINM SIB. 0+00 M SIPS. 2+82.87 Q 25-100 SR MTI WIL , J # 3810.020 , 7021 -88 SIMM INVFW IFPIII W.S. Q VII, VII, ENERGY BURR CR IICAL III/ B'PiW 7,L ND AVEFR IIEV CP FICW IIEV HM CRD.M IIEV DEPPMH Mk' ID M. Fl I/IIFM SJ SF AVE BF NM4 DEPTH 2I2 0 2.33 1214.92 6.300 7221.220 25.4 3.99 .200 7221.420 .00 1.627 3.00 .00 .00 0 .0 0 96.22 .00560 .0011450 .14 1.515 .00 0 100.55 7275.47 5.892 7221.362 25.4 3.59 .200 1221.562 .00 1.627 3.00 .00 .00 0 .0 OJUSE C SIR .45045 .004395 .M .00 0 1103.88 1216.57 4.530 1221.500 9.0 5.09 .403 1221.903 .00 1.161 1.50 .00 .00 0 .0 0 178.99 .01319 .007341 1.31 .970 .00 0 282.87 1219.33 3.484 1222.814 9.0 5.09 .4003 1223.217 .00 1.161 1.50 .00 .00 0 .0 1 1 (Q- 0. Z23 3 N v /28 C. 13. # \ CtT Ilk I, 01 : ,KING (SUA!P) Given: (a) Discharge Q \oa CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled C 6 �.•F. =� oE �.c �.� Solution: Ii (depth at opening) = �,7� inches h (hcight of opening) = \Q inches Ii /h = `�)Jj From Chart: Q /ft. of opening CFS L required = 6 . / = (" U ft. USE L= �6 - ft. m9 C. I3 . J1 QI CJiI '%D' 0PJ1NI (SUI (a) Discharge Q �b0 = I `'�O - I x' CFS 73 Cv (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: if (depth at opening) = 1� inches I = h (height of opening) inches 11 /h From Chart: ' Q /ft. of opening = - CFS ' L required ft. -' USE 1 4. L= ft. /30 C. B. 1�3oZ CURB OPENING ( Interception ) Given: (a) discharge Q = CFS (b) street slope S = 0. type (c) curb e "A- 2" "D" (d) half street width = _/� ft. Solution: Q /S lt. /( ) Therefore y= O 57 Q / L a (L for total interception) TRY: L�,= S it.�_ C r L a/y a .331 - = Q VQ a Q X = CFS (Intercepted) Qc- _ 0 CFS(Carryover) -35- 3/ C . I3 . // !A'30•, — CT.Jt;F' C. P1"'T G (SU.AlP) Given: �, C wv►� 9•r1ti -r1 � (a) Discharge Q. ,()o 1.1'Q CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled 8 C.F Solution: if (depth at opening) inches h (height of opening) = lb.S'" inclie4 From Chart: Q /ft. of opening = �.,�. , CFS L required U S F L = -' (��4 ft. ft. P32 C. I3. # Q CUEB' OPJ 1I \TG (SU11:') Given: (a) Discharge Q _o Z, CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = 1A, 4L inches li ()ieight of opening) _ /p inches if /h = )4.6 �. From Chart: Q /ft. of opening = '. CFS L required = !fl .S'Z- J ! . _ . 71- ft. U S F L= ft. X33 C. I3 . 11 4 �O S C11I 0PETNINI G (SU 'NI P) Given: (a) Discharge Q z_ s _ `(3 CFS (b) Curb type _ "A -2" "D" 4" Rolled 6" Rolled Solution: if (depth at opening) = I inches h ()Ieight of opening) = 3• inches 11 1h From Chart: Q /ft. of opening = CFS L required U S E L= 5 ' ft. -11- I C . 13 CtTIk: ' 0PI�:\ING (StJ \IP) Given: (a) Discharge Q = _ 1 .60 C (b) Curb type _ "A-2" "D" 4" Rolled 6" Rolled Solution: if (depth at opening) = �?- inches h (height of opening) = S� inches if /h = , Z /,= — S From Chart: Q /ft. of opening = CFS L required 0 - ft. U S E L= q ,p ft. -31- /3 ■ VAI%Cf 4 cm �B4S/N C6 --0(11.50 0 t t 1 i 1 1 �i avK. ENGINEERING . LAND PLANNING • LAND SURVEYINO i.iiio1Z1 18? 1 3$ ice- o 7e 122 . , 5 ozaf 12Z4.0 A j1 (^ n ii Y; ',MUST GE >/.2 S C8 VIIA l Tc._ jr (M N C. /2Z zr I 0 CPS k' ..,. L f O F i Gr �8 -f � ' 3186•L AIRWAY AVENUE • use � � 6 ( y DEPl7/. U b� COSTA MESA. CALIFORNIA 92828.4675 • 17 141841.8711 CIVIL ENGINEERING • LAND PLANNING • LAND BUAVEYINO ltAltt sr osrc - mttf d ' Cd,?i - E4S /N ,4NQ[ yfiS -TE (`� I v /ZE I 3810 -o2v ��.� f�•�b 1z /ZZl� ' /Z 22. y 1 n Ar n MUST a >/.2 t, t� ` , w •1 I.7 .b f . r /N v' / Y CI _ _______ FPI %/ /ZZ4.44 NFL. /Z ZZ•/i� �><�' ��Y� � /_} _�_.,.f� dYG /Ld6LE At, s s tCF fia) - �fEv7,D• H_____ NG Q � crs K = cr 4 1 - use 3186 : AIRWAY AVENUE • COSTA MESA CAUrOhNIA 98'"25 4A75 • (7141 641-67 7 7 CIVIL ENGINEERING LAND PLANNING LAND BURVEYINO sY 1-3A ft imi ► or sus,ecr /Z28, /zz7 lo 0 If Y, CI .. FPS ' Cdr 4f 1T 1C. 1 Z� y ce °7-/ /z" 12Z 2 3186 L AIRWAY AVENUF COSTA MESA CALtfORNIA 9 2n 2a 4675 !714194 /�7 1 g ot CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING % S •r 7Are Ka NO Metz of 06 M. 1O120 1 3810 -0—) 1 j�. 1Z26 Az ` 1' 1 'tai ` ~`�� . ° �O/'/�7 �/O/.7... .._... ___ 1� rI r� t, t / r`Ir, V. p/,A m ` FOGS cAl - D-- �/ _ �s �. dYQ��d6 �► _ AL (Cf f _ > k'EG7. �4' C3E�'rVG Q IFS 1�- - -- If 1.2 1 I ' 3!P5 : AMWAY AVENUE • (;Q$tA MESA CALUOnNIA 0.4 2r- 4675 • (7141641.0117 !3 1 suspect 0 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING o.rc roe uo - J p u+ci r or L YJ /S � M 1012 ! W TG�zZ¢• b2 /Z z„s 2 lzn •� �----- ......_.. _` �; �; Jam• , �• _, • .... I '_� i� z - 1.8? � - ; � °� ��� .� /oi•.•� O� non 'T �� �/ t, /ZZ /7L ,'• Zf a � VIA copr C8 0 vl$. I I W. 0 -- Q , cFS A = 176' 7 o r- use X189 ; AMWAY AVENUE • COSIA MESA (;)lLIfO 94 29 4AI5 • (714) 641.871) !39 CW& EmMEWNO • LAND PLANNING • UM sUAYEYMIO '/s lwl � CF IZ M• �__- t /21 /d� � ?�Ib -�Z 12-2366 7a- 22 ?S 6 ! Z p ls. WelL- L .' �Z14,2! r' CL ' QA Cd ln� c,3 ..t. (2 s a roll s �! c..c l Zh • F � � Sic = (a�) (� ios ).-= --.:� 1 dY,d /L46LE - �+' " � •' O �• (CF 4 f�ti) � � • l-� 0 '_' �. !� 1 _ QV" (� a 10'11 CF$ kYp :_:5 tF o f 84 31A6•L A lnWAY AVENUE • ze eo / 1V / /DEPIv. COSTA MESA. CALIFORNIA 92629.4675 0 (714) i4-o v ' CIVR ENAINEERINO • LAND ►LANNMIO • LAND SURVEYING ' w�KCt "ArAl AldslAl JWAZ f c.�. �. H3oS A• %S l..L.f 1 711tE 1' 11 � m s ?f cl at or IZZ3. 7c, - Z Z -2: =� -- I L21•i2 Nye n � N "MG[ST Ze >/.1 fil LIZ. C.8 0 T.C. s�� (�4�� os /_� �!l'G /L dEsLf S• �6 " (C) av ow 1.60 c -s K= {o ' k _ � C I f o f I c t , r,6 fr 1 USE c4, "v OeRT ` Ll �hL�N 122` .O _ - I L4 141 3186•L AIRWAY AVENUE • COSTA MESA, CALtronNIA M28•4 • (714) 641.8777 /02 �* 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 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 5170.00 1247.57 6.030 1253.600 147.3 11.72 2.134 1255.734 .00 3.574 4.00 .00 .00 0 .0 97.67 .00686 .010516 1.03 4.000 .00 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 .0 UNCT STR .00643 .009538 .04 .00 5272.34 1248.27 7.080 1255.350 132.9 10.58 1.737 1257.087 .00 3.441 4.00 .00 .00 0 .0 60.00 .00600 .008560 .51 4.000 .00 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 0 395.80 .00379 .006195 2.45 4.250 .00 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 UNCT 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 0 31.37 .00383 .004023 .13 3.587 .00 c 5768.94 1250.29 9.610 1259.900 107.1 7.55 .885 1260.785 .00 3.090 4.25 .00 .00 0 .0 l 362.69 .00403 .004023 1.46 3.482 .00 6131.63 1251.75 9.675 1261.425 107.1 7.55 .885 1262.310 .00 3.090 4.25 .00 .00 0 .0 0 4.67 .00643 .004023 .02 2.851 .00 6136.30 1251.78 9.708 1261.488 107.1 7.55 .885 1262.373 .00 3.090 4.25 .00 .00 0 .0 417.66 .00907 .004023 1.68 2.535 .00 0 6553.96 1255.57 7.668 1263.238 107.1 7.55 .885 1264.123 .00 3.090 4.25 .00 .00 0 .0 18.95 .00950 .004023 .08 2.497 .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25-100 YR J.N., 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 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 t 17.88 .00894 .004023 .07 2.547 .00 " 6590.79 1255.91 7.657 1263.567 107.1 7.55 .885 1264.452 .00 3.090 4.25 .00 .00 0 .0 60.72 .00906 .004023 .24 2.536 .00 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 f NCT 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 .0 263.98 .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 0 198.31 .01745 .011750 2.33 2.067 .00 1 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 DRAULIC 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 .0 45.19 .01745 .014368 .65 2.067 .00 1 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 1 WATER SURFACE PROFILE LISTING 103 EAST VILCAGE LCNE B 0 25 -100 YR J.M., JN 3810 - 020, 2/06/1989 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 •, r,►,►, twsw*+ r*, r, rnr« trir****** ww, rt* s* s,►, t, t,►*f:::: �t,►*, r*. tr,► w, r, r**** r, rtrr* t�wtr, rtr, rr, rrrtr, tr, t, t,► w, r�+ r+ rt**, rr**, r, r, r** r, r* w+ e, r, r ,r *,►+rw,r,r,r,rrr * *•r,r. *•,►,► 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 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 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 11 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 .0 157.21 .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 .01646 .003376 .04 1.084 .00 N 12.01 7529.56 1273.43 2.062 1275.496 18.7 4.90 .373 1275.869 .00 1.512 2.25 .00 .00 0 .0 YDRAULIC 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 s F0515P PAGE 4 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B x 0 25 -100 YR J.M., JN 3810 -020, 2/06/1989 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 • r, rw, wwwr, w* wrw*, r,► r,►,►, tw, rww+► s, rtra• r++ t+.:+ ettrttwtw, r**, r, rw*, rwww, rwwww�w, rw, r* wt*##, r:*, r#, r, rtrw*, r*,►* w,rr *rrtrr *r,rr,r *w,r *rt « *w,rrf tw,rw,rr,►rrw•,e 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 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 T700.06 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 T704.72 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 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 4.67 .00857 .009942 .05 1.322 .00 8056.22 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 66.22 .01009 .009723 .64 1.260 .00 F0515P PAGE 5 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE 6 0 25 -100 YR J.M., JN 3810 -020, 2/06/1989 ID¢ 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 * r�+ �rrw rrw r r rr* r r irr* rr* rr«*** tw* ww, r*, r, r, r,► r,► rtss, r, rw** w•*** t�•. w+ r* rrwr, e, r**** w•••••:, e* r.r�,r *,r *,r,►,r *s *r : :•rw * *,r ** *w,r *rwr,► *,►,►s. *•w * *,►wr 51.80 1281.78 1.284 1283.065 18.7 7.97 .987 1284.052 .00 1.512 2.25 .00 .00 0 .0 0 31.03 .01009 .008875 .28 1.260 .00 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 25 -100 YR 0 J.M., JN 3810 -020, 2/06/1989 5170.00 .I 5202.28 CH W E ., , R 5234.56 , 5266.84 , 5299.12 I CH W E JX 5331.40 I CH W E R 5363.68 I CH W E JX 5395.96 I C H W E R 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 JX 5783.33 I C H W E R 5815.61 I C H W E R 5847.90 , 5880.18 5912.46 5944.74 , 5977.02 , 6009.30 6041.58 6073.86 6106.14 1 6138.42 I C H W E R 6170.70 I C H W E R 6202.98 6235.26 6267.54 6299.83 6332.11 6364.39 6396.67 6428.95 6461. 6493.51 51 6525.79 6558.07 I C H W E R 6590.35 I C H W E R /05 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 I CHW E R 7171.41 I 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 I CH W E R 7397.37 I CH W E R 7429.65 I CH W E R 7461.93 I CH W E ix 7494.21 I C H WE R E l 7526.49 I C XE R 7558.77 I C XE R 7591.05 I CWX R 7623.33 I W c x R 7655.62 I WC HE R 7687.90 I WC X R 7720.18 I WC X R 7752.46 I WC X R 7784.74 I X X R 7817.02 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 1 8107.55 I We x R 8139.83 I WC x R 8172.11 8204.39 I x X R 8236.67 8268.95 I 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 �O T E S GLOSSARY = INVERT ELEVATION = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER 107 C. B. I 33oo - CURB 4PENI \'C ( Interception ) F ,*ST IWA( ,41 S✓•.579 Z3Zi- x•7 � c 6 • so s rR 7.3tBZ.44" Given: (a) discharge Q joo = Z7 �U CI'S (b) street slope S = (c) curb type "A -2" "D" (d) half street width LA N +ba rK� - E - �s v\ 1•� Solution: TRY: Q /0 . , Z7.3 I ( b•b11Z ) oZlI. 97 Therefore y= L � Q /L �' 11 • L = 1 1. g0/ d IO.S = 3� (L for total interception) _ ._.- -- s J �t• YL = / 3943 a/y = .331 o- 9 = 0 VQ ° Q J T O X 4 = � 6.55 CFS (Intercepted) Q �7 I�0 - •S Zi- Z5 CFS(Carryover) /v ; .. 3o� -A -- -- -.. -35- M C. 13 . ri ` 301 / .' OPr1'1N'G (SUMP) !S S"A • = .z33r 14.6 J s,A._ Z2 +st,6`t Given: (a) Discharge Q 10 _ ° = 3 ti CFS (b) Curb type "A-2" ''D" 4" Rolled 6" Rolled �LEV. v o r .72 =..rol,82_ Solution: 11 (depth at opening) = (4 4 inches h (heig),t of opening) 57 inches IT 1h From Chart: Q /ft. of opening 3.�'O CPS L required = 3 (� a 8 / • _ 1' 1 4 - ft. U S E L = /�•d� ft. • - 31- /09 C. B. Il 3U Z - CUr;r' orr: N I NI G (SUMP) Gc7 /GGi.9iystsU.t�� • 57. o- r85• Given: 1 (a) Discharge Q /00_ = 016' S 6 Ci'S 1 (b) Curb type "A-2" "D" 4" Rolled 6" Rolled = yZ6513 Solution: if (depth at opening) _ � 0. 6& inches h (height of opening) _ ` r inches From Chart: • Q /ft. �of opening S CPS L required 75 = q• 6 ft. U S E L= ��`�� ft. // . C. 13. 119- 02 —" Ctrt;r' 0PENJ'N'G (SU11P) svi-/ c WVS - e41, e7 ST. Sw- 0,X f i 1 , A s' 0-elo. 58 Given: (a) Discharge Q L_ = S -_3`7+ 4 25 CFS (b) Curb type "A-2" "D" 4" Rolled 6 Rolled OF 57 - Z 66.6 - TG C, E, _ /z 66 - ,7 ,3 = 1Z 6s - Solution: if (depth at opening) = 10.6 8 inches h (height of opening) = JOS inches if /h 68 From Chart: Q /ft. of opening = ° 7 CFS L required = b2 J � , 7 0 _ 3 , 5 �' ft. USE L= ft. - 31- ' S.v. sTA -,57,- S/ SCR • 3o 047. 7,0 ' C. B. O -3 CURB QPENI \'C ( Interception ) ' LjA LOO/ - Given: (a) discharge Q= = 13. CFS (b) street slope S = = •�8 a 4 �(' pEP� =' _ (c) curb type "A-2" "D" w' Roa O = 1150 (d) half street width = Z U ft. i-Z • �� Solution: Q /Sys 13.2,8 /( 0 ,OL LI ) 0 9 Therefore Y= S 3 Q / . (L for total interception) TRY. L __ n• YL a = .33/ Q/ Q j Q P: X _ _ CFS (Intercepted) Qc= � - = CFS(Carryover) I �I I . 1 -35- // sTA. = 5768,14 ST. s rA = 36+• 67,51 C. B. # R&0 4- CURB OPENING ( Interception ) Z_ i,lwLA/ to ©,c Given: (a) discharge Q %®o = 14- CFS (b) street slope S = c_ , C 'zZ.4 P (c) curb type "A -2" "D" 4 (d) half street width = - L op ft. P� ►? . 01- Solution: 3 Q /P= 1Q�83 /(O. o2 4 ) °15.1 Therefore y_ 0 '5 5 Q /L = L 4, 3 3 / o 5 B X5.57 (L for total interception) TRY: Lp,= V S'� L= = Z 6- b _ YL aly a .331 _ QFs _ X _ CFS (Intercepted) CFS(Carryover) _ -35- !/ Cd,TA' 4 6 S/N aWA4 YJ /S LINE ■ • s- A (3k D/7 /ge i Flo l H y L I , N �l/LCST fE N2 -•, ' T• H6 L- 2 I r' ,l ti r� 0 YMIA � 7- �" -0 i, -5 /Z74.86 Q , a --ss cis k`co a t f o F a? G/ ~ C,=' �,8 4 - 2 use g..1 3 of " DEPT, 3 186•L AMWAY AVENUE • COSTA MESA CAUronNIA92038.4615 0 (714) 841.0771 // smoc t / 'Sot M ,` K /6 8 :S r72_ -tS1s6 rl /Z96 62.24- s........- �-�. i•� 1272 • Z6 S�oPr ►� Oi Vt N 10. ts Y- 0 1A L I rc. /Z77-4 ).2 I la- 0414A,61,e 4 ' dV A4 (� 3t •9$ GAS kit cw X ;� - �F of ., y /2 A. co = ; _ USE X -- V Dfp/w, 31BGR AlnWAY AVENUE • COSTA MESA. CAIIrONNIA9I926.4675 • 17141841.5111 Ike 4.; �S Cry& ENOWEPONG • LAND PLANNING • LAND SURVEYIN0 -o 1 a 1 �tdc rs�s J - 12 6 6 /¢ TC hr d- S �R. 6dt74• �� Y jvZ 14 6L I L I Y 41.A .. FP.!' C8 Y 4f 7 �y rc. / 66•/� � •6 i s 6C 457. 5z duo USE 4"0 it // DES, -. r 3186 -L AlnWAY AVENUE • COSTA MESA CAL11'OhNiA 92626.4875 • (714) 041.0777 116 pop or WXY 464SY# JIIAZ KrIs to to 161le -01 ZI,A�AR S ill 6 70 11264 (-2-64.6L 'Afuv ZE >/2 4 Q o? ol �77 _17 Ax .A S-41 F co I*c - 12 6G o 9 ;6.56V .2 .W ( ' SA A461 AMIZA&Z 4V 410. 1 47, cts A'C,P IF OF Ct J r3 4 use 31 86 - L AmWAY AVENUE COSTA MESA CALironNIA 92626.4675 (7141 041.8771' 1 l i 1 1 1 i 1 1 1 1 1 i 1 1 1 /! 7 � L iA s��. C • � -� � � �'� 83 T l262.Ln no-6 GB 0 12 I1 41 / 0 33 � X26 /10 - 1 ) �z 4 xwf /L ABLE /-/A= Qs 3 ►29 GiS' loo /3 = ?• /1,r2 ,2C� 4d . i LF of 2- cam" t F.� t�� t� FT !./" I / ti t/" ne5p - ,w No. SHM of 1 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 He lumet . w . DA ao, smi a rJoTt M. 10 6Jf 3b'10 -02� 4 l �Z6v: 64 "FL > /.Z i� o *� J �IL ` ::� •► - , 5 9 .76 9� Yo VIA FPf cj Y=f : Q Z �.1xj'� o• 2 8 Tt. 125I.7b ,� {�sl /L.46+CE �'+ '• '" (Cf F` a = .Qf�.p. �i' 0, 3a d4�JIr+1i'r ago Z _ c rs K ^ X66.9 7.0 & 6' ' f k��v �• D� tF of 36 ~ cr x'B,� i use 3186•L AIRWAY AVENUE • COSTA MESA, CALIronNIA 92928•4815 • j7141641-8711 UZ Y 4345//( ,ANAL YJ /S Lir✓F B, CB�3�5 ,S ?fJ. SZfly.ao y . 01 4.7V6 Fops C8 m o3ss" � /.1 5! s * � Z64 T.t. N � L. /ZS� 9v S�L •' � iY� lr � �66.2� ............� �-- AY,d/LAfsLE N t ________ " �Cf f��t, s �eeo;D. H ©. dw+v Q 15,0 Z crS �#- X3.///z ri A'C,P LF OF 1 < '6 4 IZS6,59 Tc. �ZSS59 � a� • h W 'AI14V fE >/.2 Z o USE 5-.57 9 of / /10 /Z55.0- 12 :0•7 4` rte. DoE M . 3186 -L AtnWAY AVENUE • COSTA MESA` CALIronNiA 92620.4615 • .17141841-871? , �I i i i I / 20 7:1�'.G1f��P�1rPy /�t/LE-T er c�» roe No. of 57A 83-toi . I $ y�' IZ is EYE • " " * IZQ3• 6 I y �'"•y�'"� > /2 �'� � SQL a t L � r �rCOPE Td ::1_ •'..: • :� V. Ido t v- Q/ S iA. 6/ - /c T�ls /Z 9S fLGL At�i4 /LAfjLE f� Y FT ,I?CP LF Of , 7 ..IS% CLU�9 /iv �r]� �,i ,�_' / _ /:.;.r -1 � _ � f % /Zv � • � / �= o.�s�c�rn��c�� 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ® 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 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 U 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 RES IDENTIAL -> 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 " A" 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 I ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 109.00 TO NODE 181.05 IS CODE = 3 /43 »»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< l4¢ 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 In » » > 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 IL 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 I TOTAL AREA(ACRES) = .56 PEAK FLOW RATE(CFS) = 1.47 F ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. 1 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 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 E --------------------------------------------- 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««< I = 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 i rLOW PROCESS FROM NODE 181.00 TO NODE 181.08 IS CODE = 2 -------------------------------------------------------------------- - - - - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< /4-5 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE 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 1 INTERIOR STREET CROSSFALL(DECIMAL) = .240 OUTSIDE STREET CROSSFALL(DECIMAL) = .260 r l 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 I 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t FLOW PROCESS FROM NODE - -- 181_05 - TO NODE 181_05 IS CODE = 1 -- - - - - -- ---- - - - - -- -------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< t >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IME OF CONCENTRATION(MINUTES) = 14.52 xAINFALL 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 /461 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) ««< i I� 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 ESTIMATED PIPE DIAMETER(INCH) = 39.00 PIPEFLOW THRU SUBAREA(CFS) = 41.49 TRAVEL TIME(MIN.) = .35 TC(MIN.) N = .013 NUMBER OF PIPES = = 14.87 1 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED 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 1 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1296.50 ')WNSTREAM ELEVATION = 1277.90 r:LEVATION DIFFERENCE = 18.60 TC = .389 *[( 1000.00 ** 3.00)/( 18.60)] ** .20 = 13.679 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.569 147 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 �4g ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 l * 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 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F FLOW PROCESS FROM NODE 181.07 TO NODE 181.06 IS CODE = 6 ---------------------------------------------------------------------------- » >>> COMPUTE STREETFLOW 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" 149 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 g ill *************************************************************************** , 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 ESTIMATED PIPE DIAMETER(INCH) = 36.00 1 PIPEFLOW THRU SUBAREA(CFS) = 72.44 TRAVEL TIME(MIN.) _ .90 TC(MIN.) N = .013 NUMBER OF PIPES = = 14.58 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 -------------------------------------------------------------------------- »» ;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 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 --------------------------------------------- NUMBER Q(CFS) AREA(ACRES) 1 71.70 2 72.44 26.48 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 g ill *************************************************************************** , 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 ESTIMATED PIPE DIAMETER(INCH) = 36.00 1 PIPEFLOW THRU SUBAREA(CFS) = 72.44 TRAVEL TIME(MIN.) _ .90 TC(MIN.) N = .013 NUMBER OF PIPES = = 14.58 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 s;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: ,PTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 3.05 .LOW VELOCITY(FEET /SEC.) = 5.50 DEPTH *VELOCITY = 2.60 (50 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 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 l * 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) _ oUBAREA 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: .4850 F ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE 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 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.10 TO NODE 190.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< 1 - U - P - S - T - R - EA - M = E == LE == V 2 A --= TION = 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 1 STREETFL0W TRAVELTIME(MIN) = 3.23 TC(MIN) = 15.41 .00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.323 oOIL 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 /52 153 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 -------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< r » » >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) =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 I 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 .LOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 -------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< VALUES USED FOR INDEPENDENT STREAM 1 ARE: 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 COMPUTED CONFLUENCE 37.26 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 I 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 .LOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 -------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR 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 ZFECTIVE 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 V OW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »> AND - COMPUTE _ VARIOUS - CONFLUENCED STREAM - VALUES<<< << ---------- - - - - -- lyq- TOTAL STREAM AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) AT CONFLUENCE _ CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME NUMBER RATE(CFS) (MIN.) ------ ----------- ------ 1 103.99 16.02 2 14.83 13.42 3 13.29 12.'" 13.29 INTENSITY FM EFFECTIVE (INCH /HOUR) (IN /HR) AREA(ACRES) 3.246 .43 36.71 3.611 .49 5.27 3.819 .49 4.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) ------------------------------------------- 1 128.10 46.41 2 125.65 40.44 3 123.15 37.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 128.10 TIME(MINUTES) = 16.021 EFFECTIVE AREA(ACRES) = 46.41 TOTAL AREA(ACRES) = 51.17 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 195.00 TO NODE 191.04 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »> USING - COMPUTER_ _ ESTIMATED ESTIMATED << < < - FLOW)< - __ -_ - -- DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1260.00 DOWNSTREAM NODE ELEVATION = 1255.90 FLOWLENGTH(FEET) = 490.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 128.10 TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 16.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 191.04 TO NODE 191.04 IS CODE = 1 -------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 16.71 RAINFALL INTENSITY (INCH. /HOUR) = 3.17 EFFECTIVE STREAM AREA(ACRES) = 46.41 TOTAL STREAM AREA(ACRES) = 51.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.10 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'jOW PROCESS FROM NODE 191.02 TO NODE 191.05 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 15!5 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE ' ELEVATION DIFFERENCE = 13.30 TC = .389 *[( 1000.00 ** 3.00)/( 13.30) 100 YEAR RAINFALL INTENSITY(INCH /HOUR) _ I SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA SUBAREA RUNOFF(CFS) = 9.40 TOTAL AREA(ACRES) = 3.55 PEAK FLOW ] ** .20 = 14.628 3.428 LOSS RATE, Fm(INCH /HR) = .4850 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: I 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: IME OF CONCENTRATION(MINUTES) = 16.73 1INFALL INTENSITY (INCH. /HOUR) = 3.16 FFECTIVE STREAM AREA(ACRES) = 8.43 OTAL STREAM AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.32 15'( l 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 0 dl- n 8 H ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 '00 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.470 IMPUTED 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 ---------------------------------------------------------------------- - - - - -- 158 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 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 ,l 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. I 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) = 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 E STREETFLOW TRAVELTIME(MIN) = 3.69 TC(MIN) = 18.47 10 //0 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** E L FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 1 -------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< E - » » >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 ««< t =C=0=N=F=LU-=ENCE --- 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 r'LOW 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 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 .SUBAREA RUNOFF(CFS) = 14.38 TOTAL AREA(ACRES) = 7.05 PEAK FLOW RATE(CFS) = 14.38 E l 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) = S. 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 FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .86 HALFSTREET FLOODWIDTH(FEET) = 4.55 AVERAGE FLOW 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 xAINFALL 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 /G/ 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) « «< 0 N 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 ESTIMATED PIPE DIAMETER(INCH) = 36.00 PIPEFLOW THRU SUBAREA(CFS) = 31.06 'RAVEL TIME (MIN. ) = .38 TC (MIN. ) N = .013 NUMBER OF PIPES = = 14.94 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ig FLOW PROCESS FROM NODE 181.06 TO NODE 181.06 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< [ VALUES USED 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 TPSTREAM 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 1 (o2 E ` 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« «< )NFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: .eIME OF CONCENTRATION(MINUTES) = 13.68 RAINFALL INTENSITY (INCH. /HOUR) = 2.80 EFFECTIVE STREAM AREA(ACRES) = 9.45 E 1 TOTAL STREAM AREA(ACRES) = 9.45 1 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 *[(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 " / (a 3 ' 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 - 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) ««< 1 ---- P - T - H --- - - -- -------------- 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« «< 16¢ 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) ««< 1 ---- P - T - H --- - - -- -------------- 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« «< 16¢ 166 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 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) = 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 = 1 /6961 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. ll 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 COIL 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: DIME 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 60IL 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) _ .097 167 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * - 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 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 ««< i r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 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 ««< i r 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 t' 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 AINFALL 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 TOTAL STREAM AREA(ACRES) = 4.43 PEAK FLOW RATE(CFS) AT CONFLUENCE _ CONFLUENCE INFORMATION: STREAM PEAK FLOW TI 10.00 INTENSITY FM EFFECTIVE ME (IN /HR) JMBER RATE(CFS) (MIN.) 36.58 --------------------------- 1 78.24 16.20 2.993 2 11.12 13.42 3 10.00 12.22 10.00 INTENSITY FM EFFECTIVE (INCH /HOUR) (IN /HR) AREA(ACRES) 2.527 .43 36.58 2.830 .49 5.27 2.993 .49 4.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUE COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.07 TIME(MINUTES) = 16.201 EFFECTIVE AREA(ACRES) = 46.28 E l TOTAL AREA(ACRES) = 51.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** =� FLOW PROCESS FROM NODE 195.00 TO NODE 191.04 IS CODE = 3 ----- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< - »» USING - COMPUTER-ESTIMATED - PIPESIZE - (NON _PRESSURE FLOW)< << << -- - - - - -- DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1260.00 DOWNSTREAM NODE ELEVATION = 1255.90 FLOWLENGTH(FEET) = 490.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 96.07 TRAVEL TIME(MIN.) _ .74 TC(MIN.) = 16.94 , _ FLOW - PROCESS - FROM - NODE - -- 191_04 - TO NODE - 191_04 - IS - CODE - --- 1------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.94 RAINFALL INTENSITY (INCH. /HOUR) = 2.46 EFFECTIVE STREAM AREA(ACRES) = 46.28 TOTAL STREAM AREA(ACRES) = 51.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.07 :SOW PROCESS FROM NODE 191.02 TO NODE 191.05 IS CODE = 2 lt - > --- >> -- R -- I -- ON - A -- L --------- ---------------------------------------------------- AT METHOD INITIAL SUBAREA ANALYSIS««< / - 7O (DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE 3 i NCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 96.07 46.28 2 94.62 39.99 3 92.96 36.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.07 TIME(MINUTES) = 16.201 EFFECTIVE AREA(ACRES) = 46.28 E l TOTAL AREA(ACRES) = 51.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** =� FLOW PROCESS FROM NODE 195.00 TO NODE 191.04 IS CODE = 3 ----- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< - »» USING - COMPUTER-ESTIMATED - PIPESIZE - (NON _PRESSURE FLOW)< << << -- - - - - -- DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1260.00 DOWNSTREAM NODE ELEVATION = 1255.90 FLOWLENGTH(FEET) = 490.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 96.07 TRAVEL TIME(MIN.) _ .74 TC(MIN.) = 16.94 , _ FLOW - PROCESS - FROM - NODE - -- 191_04 - TO NODE - 191_04 - IS - CODE - --- 1------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.94 RAINFALL INTENSITY (INCH. /HOUR) = 2.46 EFFECTIVE STREAM AREA(ACRES) = 46.28 TOTAL STREAM AREA(ACRES) = 51.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.07 :SOW PROCESS FROM NODE 191.02 TO NODE 191.05 IS CODE = 2 lt - > --- >> -- R -- I -- ON - A -- L --------- ---------------------------------------------------- AT METHOD INITIAL SUBAREA ANALYSIS««< / - 7O (DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE 3 i 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 TOTAL 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 Ej 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 11/ CONFLUENCE INFORMATION: 1 2 15.03 16.88 2.466 .48 8.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY 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: PEAR 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 E , END OF RATIONAL METHOD ANALYSIS f*. L Hl� 0 7 0 / - /Z L Oo _ c � ,,�CJ�N O�� `��CuG� T acv m CA) - r r D m .,-tot 2.3 73, � , ' 10,9 10105 13.8 4, { 8.64- /� �4 /� 44 m &Sy S 71.3-5/6 6300 A /9/,OS 19106 /� �{ 9 4.87 / ,.� / oaf O � 49 � ,3i,Q� �t (.�, O` -U �f J. /q/ tTret� Ob eYSWA m y1�3s 66, 0301 /8/.06 /90 � Z .14.4 71. U a9 } 30. Sq T. qv m t� � �5Gi8 �2 -A �9 l` 5 7 105, 31 x6••23 105 d,47 � I l• $ 3 a s�.,�7s 53� 3I34 �so4- 19 04 g6•Q7 P8. 10 PIK 3 �v ��✓YBGc.J T,rti'�T � m "P a 6 ' N G m 0 r S; ° Cl) c m m z A • 1 C. II. A' �dO CURB OYENI \'G ( Interception ) S% S %!4 2 3 2 -31 7 G Su. - 74 - 7,3131. 4 � C F S Given: (a) discharge Q loo (b) street slope S = .(j (1 / " (c) curb type "A -2" "D" (d) half street width = i ft. Solution: Syz 4 J / (v, V )i 2= ; Therefore y= Q /L _ 1 L = id S� l J,�,7 " (L for total interception) TRY: I? C/1 Y L a/y = . 33/ C.64 Q p Q a,:J� X CFS (Intercepted) P Qc_ as ,�� _ <,ld, j CFS(Carryover) _. L F1,11,11 -35- !7� L r« !75 e EAST VILCAGE LCNE 8 T2 G 25-100 YR J.M., JN 3810 -020, 12/7/1988 5170.001247.57 1 1253.60 5267.671248.24 1 .013 .00 .00 0 1 272.341248.27 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 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 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 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 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 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 3 4 0 .00 4.00 .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 5 4 0 .00 2.50 .00 .00 .00 .00 4 0 .00 1.75. .00 .00 .00 .00 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 0 18.6 .0 L r« !75 e * WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW DS, W.S.ELEV = INV + DC 1 F0515P PAGE WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B Q 25 -100 YR J.M., JN 3810 -020, 12/7/1988 ?(o 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 SF AVE HF NORM DEPTH ZR ,► * *s *,►w *,►* spew**** �r* s►, r** �► �e******* w****** �r�►*** �*, ir*, e�w�r*,► ewti► w, t** wm**: w**, ri►*************** * * * : * * * * * * * ** * * * * * * * * * * * * * * * * ** 0 5170.00 1247.57 6.030 1253.600 141.3 11.24 1.963 1255.563 .00 3.523 4.00 .00 .00 0 .0 1 97.67 .00686 .009676 .95 4.000 .00 5267.67 1248.24 6.305 1254.545 141.3 11.24 1.963 1256.508 .00 3.523 4.00 .00 .00 0 .0 UNCT STR .00643 .008704 .04 .00 5272.34 1248.27 6.980 1255.250 126.3 10.05 1.569 1256.819 .00 3.371 4.00 .00 .00 0 .0 0 60.00 .00483 .007731 .46 4.000 .00 5332.34 1248.56 7.154 1255.714 126.3 10.05 1.569 1257.283 .00 3.371 4.00 .00 .00 0 .0 400.47 .00397 .007731 3.10 4.000 .00 5732.81 1250.15 8.772 1258.922 126.3 10.05 1.569 1260.491 .00 3.371 4.00 .00 .00 0 .0 OJUNCT STR .00418 .005930 .03 .00 0 5737.57 1250.17 9.779 1259.949 108.5 7.65 .908 1260.857 .00 3.111 4.25 .00 .00 0 .0 31.37 .00383 .004129 .13 3.650 .00 5768.94 1250.29 9.807 1260.097 108.5 7.65 .908 1261.005 .00 3.111 4.25 .00 .00 0 .0 362.69 .00403 .004129 1.50 3.534 .00 0 6131.63 1251.75 9.912 1261.662 108.5 7.65 .908 1262.570 .00 3.111 4.25 .00 .00 0 .0 9 4.67 .00643 .004129 .02 2.879 .00 6136.30 1251.78 9.947 1261.727 108.5 7.65 .908 1262.635 .00 3.111 4.25 .00 .00 0 .0 417.66 .00907 .004129 1.72 2.556 .00 0 6553.96 1255.57 7.953 1263.523 108.5 7.65 .908 1264.431 .00 3.111 4.25 .00 .00 0 .0 18.95 .00950 .004129 .08 2.518 .00 6572.91 1255.75 7.945 1263.695 108.5 7.65 .908 1264.603 .00 3.111 4.25 .00 .00 0 .0 17.88 .00894 .004129 .07 2.569 .00 F0515P PAGE 2 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. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SO SF AVE HF NORM DEPTH ZR :** w* �:, rt:* wwwiewwwww* wwwww************ w** w*** �+ r**+ r*+** ww*** w*** w:* w: ww* w********* rwrw*, r*• * * * * * *w * * * * * * * ** * * *ww * * * ** * * * ** o590.79 1255.91 7.951 1263.861 108.5 7.65 .908 1264.769 .00 3.111 4.25 .00 .00 0 .0 0 60.72 .00906 .004129 .25 2.558 .00 t 6651.51 1256.46 7.668 1264.128 108.5 7.65 .908 1265.036 .00 3.111 4.25 .00 .00 0 .0 NCT STR 26767 .008286 .04 .00 6656.18 1257.71 6.233 1263.943 74.4 10.52 1.720 1265.663 .00 2.712 3.00 .00 .00 0 .0 0 263.98 .01898 .012443 3.28 2.047 .00 0 6920.16 1262.72 4.625 1267.345 74.4 10.52 1.720 1269.065 .00 2.712 3.00 .00 .00 0 .0 4.67 .01929 .012443 .06 2.034 .00 6924.83 1262.81 4.679 1267.489 74.4 10.52 1.720 1269.209 .00 2.712 3.00 .00 .00 0 .0 307.66 .01745 .012443 3.83 2.112 .00 0 7232.49 1268.18 3.255 1271.435 74.4 10.52 1.720 1273.155 .00 2.712 3.00 .00 .00 0 .0 NCT STR .10707 .011845 .06 .00 7237.16 1268.68 3.911 1272.591 43.5 8.86 1.219 1273.810 .00 2.199 2.50 .00 .00 0 .0 41.02 .01439 .011247 .46 1.825 .00 0 7278.18 1269.27 3.815 1273.085 43.5 8.86 1.219 1274.304 .00 2.199 2.50 .00 .00 0 .0 0 22.39 .01474 .011247 .25 1.810 .00 7300.57 1269.60 3.925 1273.525 43.5 8.86 1.219 1274.744 .00 2.199 2.50 .00 .00 0 .0 49.26 .01441 .011247 .55 1.824 .00 7349.83 1270.31 3.810 1274.120 43.5 8.86 1.219 1275.339 .00 2.199 2.50 .00 .00 0 .0 OJUNCT STR .05353 .007427 .03 .00 7354.50 1270.56 4.992 1275.552 18.6 4.68 .340 1275.892 .00 1.508 2.25 .00 .00 0 .0 157.21 .01641 .003607 .57 1.081 .00 F0515P PAGE 3 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE B 0 25 -100 YR J.M., JN 3810 -020, 12/7/1988 LTION 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 0 /ELEM SO SF AVE HF NORM DEPTH ZR * * * * * * * ** **** w**, tttrtw ** **,t *w,t * *,t *t *,t,r,rw* * * **, r, r**, r, r*******,►*, r, t, t, tt *,r *,►s *,t,r,r *,r **s,rr***,r,r w *ww *,r,r,►tt :,r* * * ** * * ** * * * * *w* * ** * * * * *** * * * * * 7511.71 1273.14 3.005 1276.145 18.6 4.68 .340 1276.485 .00 1.508 2.25 .00 .00 0 .0 0 '9.78 .01646 .003575 .21 1.081 .00 1.49 1274.12 2.250 1276.374 18.6 4.68 .340 1276.714 .00 1.508 2.25 .00 .00 0 .0 13.27 .01646 .003349 .04 1.081 .00 0 7584.76 1274.34 2.041 1276.383 18.6 4.91 .374 1276.757 .00 1.508 2.25 .00 .00 0 .0 .32 .01646 .003156 0.00 1.081 .00 0 7585.08 1274.35 2.041 1276.388 18.6 4.91 .374 1276.762 .00 1.508 2.25 .00 .00 0 .0 DRAULIC JUMP .00 X17 7585.08 1274.35 1.096 1275.443 18.6 9.68 1.454 1276.897 .00 1.508 2.25 .00 .00 0 .0 0 49.34 .01646 .015421 .76 1.081 .00 7634.42 1275.16 1.110 1276.270 18.6 9.51 1.404 1277.674 .00 1.508 2.25 .00 .00 0 .0 36.89 .01646 .014164 .52 1.081 .00 7671.31 1275.77 1.153 1276.920 18.6 9.07 1.277 1278.197 .00 1.508 2.25 .00 .00 0 .0 '8.11 .01646 .012481 .23 1.081 .00 0 69.42 1276.06 1.197 1277.262 18.6 8.64 1.160 1278.422 .00 1.508 2.25 .00 .00 0 .0 10.64 .01646 .011006 .12 1.081 .00 7700.06 1276.24 1.245 1277.485 18.6 8.24 1.055 1278.540 .00 1.508 2.25 .00 .00 0 .0 4.66 .01289 .010172 .05 1.161 .00 0 7704.72 1276.30 1.256 1277.556 18.6 8.15 1.032 1278.588 .00 1.508 2.25 .00 .00 0 .0 136.77 .00999 .010023 1.37 1.256 .00 7841.49 1277.67 1.256 1278.922 18.6 8.15 1.032 1279.954 .00 1.508 2.25 .00 .00 0 .0 18.44 .00999 .010034 .19 1.256 .00 F0515P PAGE 4 WATER SURFACE PROFILE LISTING EAST VILCAGE LCNE 8 0 25 -100 YR J.M., JN 3810-020, 12/7/1988 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR L /ELEM ELEV SO OF FLOW ELEV HEAD SF AVE GRD.EL. HF ELEV DEPTH NORM DEPTH DIA ID NO. PIER ZR o-ttf�+ Sri: � rsw rrwwrwwt+ tr* swww ► * *rr * :w ear* rr r* ew+► w �rrw** �r*, r, rs:, r,►,► w** rr,►, ew, r:, r* tttt, r, r ,r,et,rtt,►,r *r * *wt+•,r,r * *r * ** 7859.93 1277.85 1.255 1279.105 18.6 8.16 1.033 1280.138 .00 1.508 2.25 .00 .00 0 .0 0 191.62 .01002 .009987 1.91 1.254 .00 8051.55 1279.77 1.260 1281.030 18.6 8.12 1.024 1282.054 .00 1.508 2.25 .00 .00 0 .0 4.67 .00857 .010014 .05 1.320 .00 8056.22 1279.81 1.253 1281.063 18.6 8.18 1.038 1282.101 .00 1.508 2.25 .00 .00 0 .0 0 45.55 .01006 .010100 .46 1.253 .00 8101.77 1280.27 1.253 1281.521 18.6 8.18 1.038 1282.559 .00 1.508 2.25 .00 .00 0 .0 20.04 .01006 .010113 .20 1.253 .00 8121.81 1280.47 1.252 1281.722 18.6 8.18 1.040 1282.762 .00 1.508 2.25 .00 .00 0 .0 43.10 .01009 .010126 .44 1.252 .00 0 8164.91 1280.91 1.252 1282.157 18.6 8.18 1.040 1283.197 .00 1.508 2.25 .00 .00 0 .0 87.96 01009 .009759 .86 1.252 .00 8252.87 1281.79 1.281 1283.073 18.6 7.95 .982 1284.055 .00 1.508 2.25 .00 .00 0 .0 30.05 .01009 .008849 .27 1.252 .00 0 8282.92 1282.09 1.333 1283.428 18.6 7.58 .892 1284.320 .00 1.508 2.25 .00 .00 0 .0 .01009 .007829 .09 1.252 .00 `94.93 1282.22 1.387 1283.603 18.6 7.23 .811 1284.414 .00 1.508 2.25 0 t 12.01 l 4.99 .01009 .006935 .03 1.252 .00 .00 .00 .0 rs299.92 1282.27 1.445 1283.712 18.6 6.89 .737 1284.449 .00 1.508 2.25 .00 .00 0 .0 0 1.31 .01009 .006152 .01 1.252 .00 c, 8301.23 1282.28 1.508 1283.788 18.6 6.57 .669 1284.457 .00 1.508 2.25 .00 .00 0 .0 EAST VILCAGE LCNE B 0 0 25 -100 YR 0 J.M., JN 3810 -020, 12/7/1988 5170.00 .I CH W . E R 5205.99 , 5241.98 5277.97 I CH W E JX 5313.96 I CH W E R 5349.96 I C H W E R 5385.95 , 5421.94 , 5457.93 5493.92 , 5529.91 5565.90 5601.89 5637.88 , 5673.88 5709.87 5745.86 I CH W E JX 5781.85 I C H W E R 5817.84 I C H W E R 5853.83 , 5889.82 5925.81 , 5961.81 , ;997.80 6033.79 . , 6069.78 6105.77 6141.76 I C H W E R 6177.75 1 C H W E R /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 R 6609.65 I C H W E R 6645.64 I C H W E R 6681.63 I C H W E JX 6717.62 1 CH W E R 6753.61 6789.60 6825.59 6861.58 6897.58 6933.57 I CH W E R 6969.56 I CH W E R 7005.55 7041.54 7077.53 7113.52 7149.51 7185.50 7221.50 7257.49 I XW E JX 7293.48 I X W E R 7329.47 1 CH W E R 7365.46 1 CH W E R 7401.45 1 CH W E JX 7437.44 I C H WE R 7473.43 7509.42 7545.42 1 C H WE R 7581.41 I C XE R 7617.40 I CWX R 1653.39 I CWX R 7689.38 I WC HE R 7725.37 I WC HE R 7761.36 1 WC X R 7797.35 I We X R 7833.35 1 We x R 7869.34 I X X R 7905.33 1 We x R 7941.32 1 We x R 7977.31 8013.30 8049.29 8085.28 1 WC x R 8121.27 I WC X R rl1 8157.27 I WC x R 8193.26 1 WC x R 8229.25 1 WC x R 8265.24 I x x R 8301.23 I X X R 0 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 1. GLOSSARY 1 = 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 " `ATIONS FOR POINTS AT A JUMP MAY NOT BE- PLOTTED EXACTLY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 E SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ^-LOPE OF INTENSITY DURATION CURVE = .6000 'ER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.4700 FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 t ->>>US ---- --------------------------------------------------------------------- >ER 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 r'EAK FLOW RATE(CFS) AT CONFLUENCE = 6.04 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 181.05 TO NODE 181.05 IS CODE = 7 /g0 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 1 22.46 9.85 2 24.86 9.32 3 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 E L' 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 CONFLUENCE FORMULA AND TIME OF CONCENTRATION RATIO USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 'TTJMBER ------------------------------------ Q (CFS ) AREA(ACRES) - - - - -- 1 22.46 9.85 2 24.86 9.32 3 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 E L' Rk ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 109 FOR CB # B302 Q 100 YR * J.M., JN 3810 -020, 1/20/1989 Ell ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 E --- > -- > -- S - E -- R ----- ------------------------------------------------------------ >U 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 1 RAINFALL INTENSITY (INCH. /HOUR) = 3.62 EFFECTIVE STREAM AREA(ACRES) = 1.60 DTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 t ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 /82 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 ;4 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE ` TUMBER 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 ri 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 r d- al* 8 !83 ■ ' Cl voo j sk \ W Rq co rj n � • 6f�� / i p - " °•� i -ss •u ' /sl+ � .� a °rG 2•� � w o '.�'. 05 l0 a ' o ya6 N � a . • ,�� k •6B C y it r v a 5 r � °' � •ic ..S Q 8'� 6 , O F F6 �1 6'74 ,},yY X41 0 - i6 Y B'96 , � � 0 66 °Af ' "6 L F6 • 699 6•= \ � � 1 � t.6 �' 7 066 1! Q. 1/1 J c• � a �C /t i • 6•f r cL s in V I G P/ y �p W X11 �1 0 \ )�..� I t - •vim /85 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'heade (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 - 3.081 Ud / B. For heads equal to or greater than twice the height of opening H/h > 2 _ the inlet is assumed to act as an orifice following the formula Q/L - 5.62 h (H' /h) This is a rearrangement of the standard orifice formula with C • 0.7 H' equal to the head on the middle of the inlet opening - 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 i -29- ! / /l .- // 9 8 /O G .Q Z 9 4 8 If 75 'Z b 7 � ' •C 6.3 /.o ff• � .9 s 6 k o il, � 3 , •� .os '� .25 yC Nl .S r Lo and Deptessmw fe) _30- TABLE L !s" 8uieom :•! Plat:c A ?.oes Abmc7rqd1� ha- e.Mr.-ly Cl <aib �.._ •e.� AM a r. vsti • O, c oocl.-,. -? �� /�!s of /Ow Awt- ie e 0 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 Be 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 Be 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 I The capacity of a curb opening inlet when intercepting 100 percent of the flow in the gutter is given by the formulas 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 knowns A. Height of the curb opening. Be 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. f D. Depth of flow in normal gutter for the particular longitudinal and croon 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 H (a) with depth of flow, y, and gutter depression at the inlet, a, determine Q/L the interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow. -32- 107 length inlet L required to intercept 100% of the B. Determine of 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. 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- 109 r DEPTH OF FLOW - y - FEET 10 .a i PARTIAL INTER- .S CEPTION RATIO. .4 FOR INLETS OF .: .3 LENGTH. LESS .2 . THAN L ' Q " L• .10 .0e ct .06 .os .04 .03 02 1.0 .4 .3 . Q • • .05 46 .08 .10 .2 .3 4 .s .6 •e in ` L. TABLE t M BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS OIVICIMI TWA ' WAC14 r% t% - 34- ' nM MNTINI InI IC r PAnF PARTIAL INTER- CEPTION RATIO. FOR INLETS OF .: LENGTH. LESS . THAN L ' 1.0 .4 .3 . Q • • .05 46 .08 .10 .2 .3 4 .s .6 •e in ` L. TABLE t M BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS OIVICIMI TWA ' WAC14 r% t% - 34- ' nM MNTINI InI IC r PAnF ct I I i I ✓ io/ -ir o 1 I 1.0 .4 .3 . Q • • .05 46 .08 .10 .2 .3 4 .s .6 •e in ` L. TABLE t M BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS OIVICIMI TWA ' WAC14 r% t% - 34- ' nM MNTINI InI IC r PAnF W e O ___ __ - - -- — -- TABLE 2. APPLICATION OF CHART D TO DESIGN OF STREAM o� -BANK REVETMENT •u" IOuallet Ilnu nluur: Inugrut bnnl. � � - _ _ - _ _ .. � ..0 veh,cit3' Aliuitma, Protection _. _ - - - - -- In,t uguinnt -- - -- ---- cur% bull velocity ty atone Vm y � {V - clung { {•c' I'lucrnwnt Section ('urn:nt tbickuena velocity Minimum I'rutortiun - --- -- - - - -t -- - -- tai - -- -- - -- --- -- f l,a muthud - - - - T stunt Iv Plums 1'lurvmont met Iwd Svrtum fp, — - Ib AorB - - -Vn --- - -- - - - -- - --- thirineay - -- 4. v fl - - - - - - - - -- - -- - - -- - ,`- -- ft fl'tl -- - - -- -- -- !b or 'r - - - A or R -- .. -. -- tl ` fl I 4 None - - -- - - - -- - 7. ri 9 None I None 0 g 3 1b None ]O.:i I 7 3 None 7 Facing 10 1 57 Fac tun It I{ 1.8 C7 12 H it l ,i Pacing 1.8 I 11 170 i/ tau 930 1� J tun a 3.3 3.3 " 13.5 �1 It 30 I.igbt li I 1.8 Ili 950 11 3 ii ., 2 V, Iri 1 _, '` I .57 Si tut I{ 170 y tun 2 .5 i� !_ 8 a.J () 1.0 'I• - - ln„ lli A 5 a . I I 4;{fl , It .5 ton I� 3 3 � 3.3 II 1H 4 tun 5.5 Ntun b 3 1i.7 A (� _1 14 I 950 11 1 tun It 4.2 1a.7 Special .; ri.a C" -- - -- _ - - -- - R 4.2 32 5.3 I 30.4 Slurial fl -_ - I>rr.�rc tlrrlu Will (I ";N111" iurrs: velocity ratios 1' ; I r"'ctlllf•11t - -- - -- - - - -- -- - - -- ---- ---- is 1.5:1 ; stollen grade Ill iforlIlly Hetweell i Bly 2 :3:4 ; P t avity of rock is ,;g, - - - - = 2.(i5; faee -- - — required uu faf e; ltlevl 111 l for eht. plus 25(' for D�ethocl B, S dupe with two thirds Heavier than nliniuinnl of 11' _ X 10 1'e .Syr . 00002 1"' - 2.65 (�g, — 1)� si►1 (p 1.653 5923 = .000057 V W e O