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HomeMy WebLinkAboutBaseline Ave Storm Drain PH 2 Stage 1City Of Fontana Baseline Avenue Storm Drain From San S evaine Avenue To Almeria Avenue Phase 2 — Stage 1 Box Hydraulics and Roadside Swale Calculations Revised November 11, 2001 Prepared By: Allard Engineering 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 (909) 356 -1795 Fax Raymond J. Allard, P.E. 36052 Exp. 06/30/04 TABLE OF CONTENTS 1) Introduction 2) Baseline Box Hydraulic Calcs -WSPGW Analysis 3) Baseline Avenue Improvement Hydrology & Catch Basin Sizing Calculations 4) Roadside Swale Hydrology & Hydraulic Calculations ' The purpose of this report is to present supporting hydrology and hydraulic calculations for the Baseline Avenue Storm Drain and the graded earth swale. The hydrology for the Storm Drain was previously approved with the ' Baseline Avenue Storm Drain Project Report. The Baseline Avenue Storm Drain is a large regional facility. It is a double reinforced concrete box. Numerous connections will be made to the box over time as development occurs. Specific loading of storm flows from ' developments to the box may also vary. Sufficient information is currently known about the watershed, and conservative assumptions were used with t the loading of flow to the system that as development occurs and points of connection change, it would have little or no effect on the Box. ' Catch Basins Included in this report are Hydrology and Hydraulic (sizing) calculations for the catch basins necessary along Baseline Avenue to allow for dry driving conditions under a 100 -year storm. The catch basins are generally located upstream of the significant north/south streets intersecting Baseline Avenue. ' Although not as critical, some catch basins were located on the south side of Baseline Avenue. An existing transite waterline on the south side of Baseline Avenue prevents the construction of additional basins Graded Swale ' The graded swale north of the Box is designed to intercept existing flow from undeveloped areas and convey it to the Box. This will be accomplished ' with CMP risers. The swale and risers are considered interim and will be removed as development occurs. A hydrology exhibit is included identifying the undeveloped areas tributary to Baseline Avenue. Based on the hydrology calculations, the flow from existing undeveloped property during a 100 -year storm event is approximately 1.4 cfs per acre. 1 1 t] I I u 1 Ll 0 1 1 1 T1 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 T2 FN = REVBLINEBOX T3 SO 2202.2501266.950 1 1275.330 R 2336.8201267.730 1 .014 JX 2338.8201267.740 1 2 .014 20.400 1270.510 R 2575.1101269.110 1 .014 JX 2576.6101269.120 1 3 .014 6.900 1272.370 R 3060.0001271.920 1 .014 R 3210.0001275.990 1 .014 R 3302.7801276.610 1 .014 JX 3304.2801276.620 1 3 .014 19.200 1279.870 R 4106.2201281.990 1 .014 JX 4110.2201282.020 1 4 .014 37.600 1283.940 R 4176.2401282.460 1 .014 JX 4177.7401282.470 1 3 .014 6.400 1285.720 R 4292.7201283.240 1 .014 JX 4295.7201283.260 1 5 .014 11.500 1285.760 R 4620.0001285.440 1 .014 TS 4652.0001285.610 6 .014 R 5500.0001290.020 6 .014 TS 5520.0001290.120 7 .014 R 6497.2701295.200 7 .014 JX 6502.7701295.230 7 8 .014 301.000 1296.390 R 6700.0001296.250 7 .014 R 7312.1701301.640 7 .014 JX 7316.1701301.670 7 4 .014 44.000 1303.660 R 9135.0901317.680 7 .014 JX 9141.0901317.730 7 8 .014 167.000 1318.700 R 10496.6501329.660 7 .014 JX 10502.6501329.710 7 9 .014 310.000 1330.700 R 10510.0001329.790 7 .014 TS 10530.0001330.050 11 .014 R 11850.0001346.940 11 .014 R 11885.1401347.060 11 .014 JX 11888.1401347.070 11 5 .014 23.500 1348.620 R 12062.7101347.980 11 .014 JX 12064.7101347.987 11 2 .014 4.700 1353.040 R 12314.7101349.296 11 .014 JX 12316.7101349.297 11 2 .014 4.700 1354.350 R 12568.7101350.607 11 _014 JX 12570.7101350.618 11 2 .014 4.700 1355.660 R 12620.0001350.870 11 .014 R 12818.7101352.758 11 .014 JX 12820.7101352.777 11 2 .014 4.700 1357.800 R 13066.6901355.110 11 .014 JX 13068.6901355.150 11 2 .014 4.700 1360.200 R 13320.4101357.520 11 .014 JX 13322.4101357.542 11 2 .014 7.000 1362.600 R 13698.7501361.118 11 .014 JX 13703.2501361.161 11 12 .014 73.000 1362.720 R 13765.0001361.940 11 .014 R 14117.0201364.596 11 .014 JX 14119.0201364.612 11 2 .014 4.000 1369.680 R 14381.0201366.708 11 .014 JX 14383.0201366.724 11 2 .014 9.000 1371.800 R 15118.0001372.604 11 .014 JX 15123.0001372.644 11 13 .014 385.000 1374.240 R 15170.0001373.020 11 .014 R 16450.0001377.884 11 .014 JX 16454.0001377.899 11 4 .014 51.000 1379.600 R 17116.8001380.418 11 .014 JX 17122.8001380.441 11 9 .014 781.400 1381.430 R 17200.0001380.734 11 .014 R 17420.0001381.570 11 .014 R 18520.5001384.980 11 .014 JX 18526.0001385.000 11 24 .014 103.800 1385.980 R 18536.0001385.030 11 .014 TS 18561.0001385.100 25 .014 R 19853.2501389.120 25 .014 JX 19858.7501389.130 25 26 .014 75.200 1389.620 .000 90.0 .000 90.0 .000 .000 .000 90.0 .000 90.0 .000 90.0 .000 90.0 .000 .000 .000 .000 .000 45.0 .000 .000 60.0 .000 45.0 .000 45.0 .000 .000 .000 .000 80.0 .000 80.0 .000 80.0 .000 80.0 .000 .000 80.0 .000 80.0 .000 80.0 .000 45.0 .000 .000 80.0 .000 80.0 .000 45.0 .000 .000 60.0 .000 45.0 .000 .000 .000 -45.0 .000 .000 .000 -45.0 0 000 0 000 000 0 000 000 0 000 0 000 0 000 000 0 000 000 0 000 000 0 000 000 0 000 0 000 0 000 000 0 000 0 000 000 0 000 000 0 000 000 0 000 0 000 0 000 000 0 000 000 0 000 000 0 .000 000 0 000 0 000 000 0 000 000 0 000 000 0 .000 000 0 000 0 000 000 0 000 000 0 000 000 0 000 0 000 000 0 000 000 0 000 0 000 0 000 000 0 000 0 .000 I I I I it 1 i� fl R 21107.2501393.000 25 .014 .000 .000 0 JX 21112.7501393.020 25 27 .014 354.200 1393.500 -45.0 .000 R 22443.9701397.150 25 .014 .000 .000 0 JX 22449.4701397.160 25 28 .014 24.800 1397.650 -45.0 .000 R 23766.2701401.240 25 .014 .000 .000 0 SH 23766.2701401.240 25 1401.240 CD 1 3 2 1.000 8.000 32.000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 4.000 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 3 1 1.000 8.000 29.000 .000 .000 .00 CD 7 3 1 1.000 8.000 25.000 .000 .000 .00 CD 8 4 1 .000 5.500 .000 .000 .000 .00 CD 9 4 1 .000 6.000 .000 .000 .000 .00 CD 10 4 1 .000 8.000 .000 .000 .000 .00 CD 11 3 1 1.000 8.000 21.000 .000 .000 .00 CD 12 4 1 .000 4.500 .000 .000 .000 .00 CD 13 4 1 .000 5.000 .000 .000 .000 .00 CD 14 3 1 1.000 8.000 17.000 .000 .000 .00 CD 15 4 1 .000 2.000 .000 .000 .000 .00 CD 16 3 1 1.000 8.000 25.000 .000 .000 .00 CD 17 4 1 .000 2.000 .000 .000 .000 .00 CD 20 4 1 .000 2.000 .000 .000 .000 .00 CD 21 4 1 .000 1.500 .000 .000 .000 .00 CD 22 4 1 .000 2.000 .000 .000 .000 .00 CD 23 4 1 .000 2.000 .000 .000 .000 .00 CD 24 4 1 .000 5.000 .000 .000 .000 .00 CD 25 3 1 1.000 6.000 20.000 .000 .000 .00 CD 26 4 1 .000 5.000 .000 .000 .000 .00 CD 27 4 1 .000 5.000 .000 .000 .000 .00 CD 28 4 1 .000 5.000 .000 .000 .000 .00 Q 613.600 .0 FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth I Water Q 1 Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wt1 INo Wth Station I Elev (FT) I Elev 1 (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave) HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 2202.250 1266.950 8.380 1275.330 3453.00 14.43 3.23 1278.56 .00 7.44 32.00 8.000 32.000 .00 2 1.0 I_ 134.570 .0058 .0064 .86 8.38 .93 6.98 .014 .00 .00 BOX I I I I I I I I I I I I I 2336.820 1267.730 8.462 1276.192 3453.00 14.43 3.23 1279.43 .00 7.44 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0050 .0063 .01 8.46 .93 .014 .00 .00 BOX I I I I I I I I I 2338.820 1267.740 8.540 1276.280 3432.60 14.35 3.20 1279.48 .00 7.41 32.00 8.000 32.000 .00 2 1.0 236 290 .0058 .0063 1.49 8.54 .92 6.95 .014 .00 .00 BOX 2575.110 1269.110 8.665 1277.775 3432.60 14.35 3.20 1280.97 .00 7.41 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0067 .0063 .01 8.67 .92 .014 .00 .00 BOX I I I I I I I I I I I I I 2576.610 1269.120 8.691 1277.811 3425.70 14.32 3.18 1280.99 .00 7.40 32.00 8.000 32.000 .00 2 1.0 I_ 312.361 .0058 .0063 1.97 8.69 .92 6.94 .014 .00 .00 BOX I I I I I I I I I I I I I 2888.971 1270.929 8.848 1279.778 3425.70 14.32 3.18 1282.96 .00 7.40 32.00 8.000 32.000 .00 2 1.0 I_ HYDRAULIC JUMP I I I I I I I I I I I I I 2888.971 1270.929 5.400 1276.329 3425.70 21.15 6.94 1283.27 .00 7.40 32.00 8.000 32.000 .00 2 1.0 I_ 33.772 .0058 .0114 .39 5.40 1.66 6.94 .014 .00 .00 BOX I I I I I I I I I I I I I 2922.743 1271.125 5.291 1276.416 3425.70 21.58 7.23 1283.65 .00 7.40 32.00 8.000 32.000 .00 2 1.0 1_ 70.780 .0058 .0125 .89 5.29 1.71 6.94 .014 .00 .00 BOX I I I I I I I I I I I I I 2993.523 1271.535 5.045 1276.580 3425.70 22.64 7.96 1284.54 .00 7.40 32.00 8.000 32.000 .00 2 1.0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 66.477 .0058 .0142 .95 5.04 1.83 6.94 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 2 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX aaaa #a AR Used +aa + I +aa + +a +a #a # Invert +aa # # +t +a + +# aaa + +a Depth water +# aaa+ t# a+ aa# Q aaaa#++ a# aaaaa#+# Vel Vel I a## aaaaaa+# Energy I aaaaaaaaa## # # # + #aaaaataaaaaaaaataaa Super jCriticalIFlow ToplHeight/ #a# Base Wtl + # +a ++a # +aa# INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh + ++ aaa+++ Iaa Slope I +a + +a # + + I +aaaa +ala I + +aa +tt +I+ I aaa#+ a+ alaaa#t +tla+ SF Avel +aattlaa HF ISE +a + + + +attaaaral DpthIFroude NINorm # #+ aaa+t Dp l +t + +ra # #Ia I "N" I # # #a #ala X -Fall + + + +t +I ZR + #a++ IType Ch I + + + # + ++ 3060 000 1271.920 4.810 1276.730 3425.70 23.74 8.75 1285.48 .00 7.40 32.00 8.000 32.000 .00 2 1.0 39.724 .0271 .0143 .57 4.81 1.97 3.88 .014 .00 .00 BOX 3099.724 1272.998 5.021 1278.019 3425.70 22.74 8.03 1286.05 .00 7.40 32.00 8.000 32.000 .00 2 1.0 33.593 .0271 .0127 .43 5.02 1.85 3.88 .014 .00 .00 BOX 3133.317 1273.909 5.266 1279.175 3425.70 21.69 7.30 1286.48 .00 7.40 32.00 8.000 32.000 .00 2 1.0 25.509 .0271 .0112 .29 5.27 1.72 3.88 .014 .00 .00 BOX 3158.826 1274.601 5.523 1280.124 3425.70 20.68 6.64 1286.76 .00 7.40 32.00 8.000 32.000 .00 2 1.0 19.338 .0271 .0099 .19 5.52 1.60 3.88 .014 .00 .00 BOX 3178.164 1275.126 5.792 1280.919 3425.70 19.71 6.03 1286.95 .00 7.40 32.00 8.000 32.000 .00 2 1.0 14.431 .0271 .0087 .13 5.79 1.49 3.88 .014 .00 .00 BOX 3192.595 1275.518 6.075 1281.593 3425.70 18.80 5.49 1287.08 .00 7.40 32.00 8.000 32.000 .00 2 1.0 10.402 .0271 .0077 .08 6.08 1.39 3.88 .014 .00 .00 BOX 3202.996 1275.800 6.372 1282.172 3425.70 17.92 4.99 1287.16 .00 7.40 32.00 8.000 32.000 .00 2 1.0 7.004 .0271 .0068 .05 6.37 1.29 3.88 .014 .00 .00 BOX 3210.000 1275.990 6.683 1282.673 3425.70 17.09 4.53 1287.21 .00 7.40 32.00 8.000 32.000 .00 2 1.0 92.780 .0067 .0062 .58 6.68 1.20 6.56 .014 .00 .00 BOX 3302.780 1276.610 6.816 1283.426 3425.70 16.75 4.36 1287.78 .00 7.40 32.00 6.000 32.000 .00 2 1.0 JUNCT STR .0067 .0064 .01 6.82 1.17 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 3 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INC Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL lPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch a + +•a * : +.I : + + +a *at•Ia,r•a #* aria+*+**++• I+, r*+• a*** la* rt*+• I+., trxx* I...++.+:. I+++ rr*+'t+++++ r+ I * + + + +rtxl +. + +. +.1.. * + *. + + :�: I : +. + + ++ 3304.280 1276.620 6.531 1283.151 3406.50 17.39 4.69 1287.84 .00 7.37 32.00 8.000 32.000 .00 2 1.0 380.860 .0067 .0067 2.55 6.53 1.24 6.53 .014 .00 .00 BOX 3685.140 1279.170 6.531 1285.702 3406.50 17.39 4.69 1290.40 .00 7.37 32.00 8.000 32.000 .00 2 1.0 304.041 .0067 .0065 1.97 6.53 1.24 6.53 .014 .00 .00 BOX 3989.181 1281.206 6.700 1287.907 3406.50 16.95 4.46 1292.37 .00 7.37 32.00 8.000 32.000 .00 2 1.0 99.586 .0067 .0059 .59 6.70 1.19 6.53 .014 .00 .00 BOX 4088.767 1281.873 7.027 1288.901 3406.50 16.16 4.05 1292.95 .00 7.37 32.00 8.000 32.000 .00 2 1.0 17.453 .0067 .0052 .09 7.03 1.11 6.53 .014 .00 .00 BOX 4106.220 1281.990 7.371 1289.361 3406.50 15.40 3.68 1293.05 .00 7.37 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0075 .0061 .02 7.37 1.03 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 4110.220 1282.020 8.043 1290.063 3368.90 14.08 3.08 1293.14 .00 7.32 32.00 8.000 32.000 .00 2 1.0 34.814 .0067 .0061 .21 8.04 .91 6.49 .014 .00 .00 BOX 4145.034 1282.252 8.021 1290.273 3368.90 14.08 3.08 1293.35 .00 7.32 32.00 8.000 32.000 .00 2 1.0 HYDRAULIC JUMP 4145.034 1282.252 6.531 1288.783 3368.90 17.19 4.59 1293.37 .00 7.32 32.00 8.000 32.000 .00 2 1.0 31.206 .0067 .0065 .20 6.53 1.22 6.49 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 4 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:11- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX . aaaaa++a asasaaaaa#+ a## aa#+aa aaat# a# a## a#a a## tttt+ r##a t###a#### t## ttt# t####### t#t t# t## tt### # #tt #tt # # # # #t # #ttttt #t # # # # # # #tt to #aaata AR Used I Invert I Depth water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wt1 INo wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL lPrs /Pip L /Elem 1Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch asaa# aaaalaaat t##at laa# ata## I# aaaaa### lata## tttrl+ t##### 1##### ttla# t## tt# t1##a## ttlt## tttt# I # # # # # # # t1 # #ttt #a1 # #ttttaltttrt Iaaaaaaa 4176.240 1282.460 6.540 1289.000 3368.90 17.17 4.58 1293.58 .00 7.32 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0067 .0066 .01 6.54 1.22 .014 .00 .00 BOX I I I I I I I I I I I I I 4177.740 1282.470 6.457 1288.927 3362.50 17.36 4.68 1293.61 .00 7.31 32.00 8.000 32.000 .00 2 1.0 114.980 .0067 .0067 .77 6.46 1.24 6.47 .014 .00 .00 BOX I I I I I I I I I I I I I 4292.720 1283.240 6.449 1289.689 3362.50 17.38 4.69 1294.38 .00 7.31 32.00 8.000 32.000 .00 2 1.0 JUNCT STR .0067 .0069 .02 6.45 1.25 .014 .00 .00 BOX I I I I I I I I I I I 1 1 4295.720 1283.260 6.316 1289.576 3351.00 17.69 4.86 1294.43 .00 7.29 32.00 8.000 32.000 .00 2 1.0 150.028 .0067 .0073 1.09 6.32 1.28 6.44 .014 .00 .00 BOX I I I I I I I I I I I 1 1 4445.748 1284.269 6.174 1290.442 3351.00 18.09 5.08 1295.53 .00 7.29 32.00 8.000 32.000 .00 2 1.0 I_ 174.252 .0067 .0080 1.39 6.17 1.33 6.44 .014 .00 .00 BOX I I I I I I I I I I I 1 1 4620.000 1285.440 5.886 1291.326 3351.00 18.98 5.59 1296.92 .00 7.29 32.00 8.000 32.000 .00 2 1.0 TRANS STR .0053 .0069 .22 5.89 1.42 .014 .00 .00 BOX I I I I I I I I I I I 1 1 4652.000 1285.610 6.807 1292.417 3351.00 17.58 4.80 1297.22 .00 7.63 29.00 8.000 29.000 .00 1 1.0 331.150 .0052 .0055 1.81 6.81 1.21 6.84 .014 .00 .00 BOX I I I I I I I I I I I 1 1 4983.149 1287.332 6.621 1293.954 3351.00 18.07 5.07 1299.03 .00 7.63 29.00 8.000 29.000 .00 1 1.0 233.471 .0052 .0061 1.41 6.62 1.26 6.84 .014 .00 .00 BOX I I I I I I I I I 1 1 1 1 5216.620 1288.546 6.313 1294.660 3351.00 18.96 5.58 1300.44 .00 7.63 29.00 8.000 29.000 .00 1 1.0 -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 156.826 .0052 .0069 1.08 6.31 1.35 6.84 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 5 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX « aa+ a« aa#a#a+a aa# t«a aa## a«a aaa###«### t#+# a # # #tt #t #r # #t «tt # #t # # #t «ta # # #t# tart##### tttttt#### #t #t # # # # # +t # + # #t #t #tt «tt #t + # # ## taaaa « «# AR Used I Invert Depth Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 No Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL 1Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch ««««««« aal+« aaaaaa« I«« aaaa# alaar# a« aaalaa##aa aa# I#+« ara# I# t# tt####a taa a## It# tt# t# I#### t# # # # # # # t # # #It # # # # # # # # # #t # # # # #t# +aataaa I I I I i I I I I I I I I 5373.446 1289.362 6.020 1295.381 3351.00 19.88 6.14 1301.52 .00 7.63 29.00 8.000 29.000 .00 1 1.0 126.554 .0052 .0078 .99 6.02 1.45 6.84 .014 .00 .00 BOX I I I I I I I I I I I I I 5500.000 1290.020 5.739 1295.759 3351.00 20.85 6.75 1302.51 .00 7.63 29.00 8.000 29.000 .00 1 1.0 -I_ _I_ _I_ -I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ TRANS STR .0050 .0068 .14 5.74 1.56 .014 .00 .00 BOX I I I I I I I I I I I I I 5520.000 1290.120 8.000 1298.120 3351.00 17.45 4.73 1302.85 .00 8.00 25.00 8.000 25.000 .00 1 1.0 I_ 476.010 .0052 .0053 2.51 8.00 1.11 8.00 .014 .00 .00 BOX -------------- - -- - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 5996.010 1292.594 8.000 1300.594 3351.00 17.50 4.75 1305.35 .00 8.00 25.00 8.000 25.000 .00 1 1.0 501.260 .0052 .0085 4.25 8.00 1.11 8.00 .014 .00 .00 BOX I I I I I I I I I I I I I 6497.270 1295.200 9.649 1304.849 3351.00 17.50 4.75 1309.60 .00 8.00 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0055 .0070 .04 9.65 1.11 .014 .00 .00 BOX I I I I I I I I I I I I I 6502.770 1295.230 10.856 1306.086 3050.00 15.93 3.94 1310.02 .00 7.95 25.00 8.000 25.000 .00 1 1.0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- 1- 197.230 .0052 .0070 1.39 10.86 1.01 7.47 .014 .00 .00 BOX I I I I I I I I I I I I I 6700.000 1296.250 11.223 1307.473 3050.00 15.93 3.94 1311.41 .00 7.95 25.00 8.000 25.000 .00 1 1.0 612.170 .0088 .0070 4.30 11.22 1.01 6.10 .014 .00 .00 BOX I I I I I I I i I I I I I 7312.170 1301.640 10.137 1311.777 3050.00 15.93 3.94 1315.72 .00 7.95 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0075 .0068 .03 10.14 1.01 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 6 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave) HF ISE DpthjFroude NINorm Dp I "N" I X -Fall ZR IType Ch 7316.170 1301.670 10.348 1312.018 3006.00 15.70 3.83 1315.84 .00 7.87 25.00 8.000 25.000 .00 1 1.0 817.967 .0088 .0068 5.59 10.35 1.00 6.03 .014 .00 .00 BOX 8134.137 1308.870 8.735 1317.605 3006.00 15.70 3.83 1321.43 .00 7.87 25.00 8.000 25.000 .00 1 1.0 HYDRAULIC JUMP 8134.137 1308.870 6.035 1314.905 3006.00 20.75 6.69 1321.59 .00 7.87 25.00 8.000 25.000 .00 1 1.0 42.731 .0088 .0088 .38 6.03 1.52 6.03 .014 .00 .00 BOX 8176.868 1309.246 6.035 1315.281 3006.00 20.75 6.69 1321.97 .00 7.87 25.00 8.000 25.000 .00 1 1.0 605.491 .0088 .0084 5.08 6.03 1.52 6.03 .014 .00 .00 BOX 8782.359 1314.575 6.261 1320.837 3006.00 20.00 6.21 1327.05 .00 7.87 25.00 8.000 25.000 .00 1 1.0 200.358 .0088 .0075 1.50 6.26 1.44 6.03 .014 .00 .00 BOX 8982.718 1316.339 6.567 1322.906 3006.00 19.07 5.65 1328.55 .00 7.87 25.00 8.000 25.000 .00 1 1.0 88.492 .0088 .0066 .59 6.57 1.34 6.03 .014 .00 .00 BOX 9071.210 1317.118 6.888 1324.005 3006.00 18.18 5.13 1329.14 .00 7.87 25.00 8.000 25.000 .00 1 1.0 44.161 .0068 .0058 .26 6.89 1.25 6.03 .014 .00 .00 BOX 9115.371 1317.506 7.224 1324.730 3006.00 17.34 4.67 1329.40 .00 7.87 25.00 8.000 25.000 .00 1 1.0 19.719 .0088 .0052 .10 7.22 1.16 6.03 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 7 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN - REVBLINEBOX ##!!!*#! f *! * * f * #f * * * *f * *ffwf * *ffr #fffaf r* fr# fffrtfwrrrrw *irrwwrrwwrrrwwf *trwff rrwwrlrwww w #rrwrrirrwrr #rwrwrrarf rfrrrr*rrrr f*f * *f** AR Used I Invert Depth Water Q Vel Vol I Energy ( Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev ( (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 9135.090 1317.680 7.576 1325.256 3006.00 16.53 4.24 1329.50 .00 7.87 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0083 .0068 .04 7.58 1.08 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 9141.090 1317.730 5.782 1323.512 2839.00 20.46 6.50 1330.01 .00 7.58 25.00 8.000 25.000 .00 1 1.0 730.216 .0088 .0088 6.43 5.78 1.53 5.78 .014 .00 .00 BOX 9871.306 1324.156 5.782 1329.939 2839.00 20.46 6.50 1336.44 .00 7.58 25.00 8.000 25.000 .00 1 1.0 625.345 .0088 .0092 5.73 5.78 1.53 5.78 .014 .00 .00 BOX 10496.650 1329.660 5.618 1335.278 2839.00 21.06 6.88 1342.16 .00 7.58 25.00 8.000 25.000 .00 1 1.0 JUNCT STR .0083 .0124 .07 5.62 1.60 .014 .00 .00 BOX 10502.650 1329.710 4.344 1334.054 2529.00 24.26 9.14 1343.19 .00 7.01 25.00 8.000 25.000 .00 1 1.0 7.350 .0109 .0153 .11 4.34 2.09 4.91 .014 .00 .00 BOX 10510.000 1329.790 4.334 1334.124 2529.00 24.31 9.18 1343.30 .00 7.01 25.00 8.000 25.000 .00 1 1.0 TRANS STR .0130 .0141 .28 4.33 2.10 .014 .00 .00 BOX 10530.000 1330.050 5.533 1335.583 2529.00 22.86 8.11 1343.69 .00 7.92 21.00 8.000 21.000 .00 1 1.0 136.147 .0128 .0128 1.74 5.53 1.75 5.53 .014 .00 .00 BOX 10666.150 1331.792 5.533 1337.325 2529.00 22.86 8.11 1345.44 .00 7.92 21.00 8.000 21.000 .00 1 1.0 628.059 .0128 .0124 7.78 5.53 1.75 5.53 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 8 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:li- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN - REVBLINEBOX AR Used I Invert Depth water Q Vel Vel I Energy I Super (CriticalIFlow ToplHeight /Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 11294.210 1339.828 5.671 1345.500 2529.00 22.30 7.72 1353.22 .00 7.92 21.00 8.000 21.000 .00 1 1.0 281.489 .0128 .0113 3.18 5.67 1.69 5.53 .014 .00 .00 BOX I 1 1 11575.700 1343.430 5.948 1349.378 2529.00 21.26 7.02 1356.40 .00 7.92 21.00 8.000 21.000 .00 1 1.0 122.871 .0128 .0100 1.22 5.95 1.57 5.53 .014 .00 .00 BOX I 1 1 11698.570 1345.002 6.238 1351.241 2529.00 20.27 6.38 1357.62 .00 7.92 21.00 8.000 21.000 .00 1 1.0 69.074 .0128 .0088 .61 6.24 1.47 5.53 .014 .00 .00 BOX I 1 1 11767.640 1345.886 6.543 1352.429 2529.00 19.33 5.80 1358.23 .00 7.92 21.00 8.000 21.000 .00 1 1.0 41.524 .0128 .0078 .32 6.54 1.36 5.53 .014 .00 .00 BOX I ( 1 11809.170 1346.417 6.862 1353.280 2529.00 18.43 5.27 1358.55 .00 7.92 21.00 8.000 21.000 .00 1 1.0 24.462 .0128 .0069 .17 6.86 1.27 5.53 .014 .00 .00 BOX I 1 1 11833.630 1346.730 7.197 1353.928 2529.00 17.57 4.79 1358.72 .00 7.92 21.00 8.000 21.000 .00 1 1.0 12.623 .0128 .0061 .08 7.20 1.18 5.53 .014 .00 .00 BOX I 1 1 11846.250 1346.892 7.549 1354.441 2529.00 16.75 4.36 1358.80 .00 7.92 21.00 8.000 21.000 .00 1 1.0 3.750 .0128 .0054 .02 7.55 1.10 5.53 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I 1 11850.000 1346.940 7.918 1354.858 2529.00 15.97 3.96 1358.82 .00 7.92 21.00 8.000 21.000 .00 1 1.0 15.747 .0034 .0050 .08 7.92 1.02 8.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W- CIVILDESIGN Version 12.5 PAGE 9 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:il- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN : REVBLINEBOX ♦tt+ tr♦ rtrr e•• ri* �rrr• rw, r, rr** rr, t�wf*+ r��ai* r,►tt �, rir* w, t, e:* sw. t* i+ tw+► twt�w, r, r+t+ w* wf+► ii, tr, rar+ rrr,►,► �n�w *wrrttie *,r *rri *��,rtr + • * *�t�ret AR Used I Invert Depth Water ( Q Val Val I Energy I Super ICriticalIFlow TopIHeight /lBase Wtj INO Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. - FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I ( SF Avel HP ISE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch •ri *ir�r +I *t,►tirfr,et I •• +• *w•t I • * *atf••• I t•••wrr *r' *,+,+f,r+,r (� *it,r+ka* I t"tr•i "+e♦ I • *�w,ei• I+kttttfrir I tttt,v,rs• I tftrfir "'r,er,►,etr I ♦t *�• I t•t + *a• 11865.750 1346.994 8.000 1354.994 2529.00 15.86 3.90 1358.90 .00 7.92 21.00 8.000 21.000 .00 1 1.0 19.393 .0034 .0077 .15 8.00 1.01 8.00 .014 .00 .00 BOX 11885.140 1347.060 8.084 1355.144 2529.00 15.86 3.90 1359.05 .00 7.92 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0033 .0076 .02 8.08 1.01 .014 .00 .00 BOX 11888.140 1347.070 8.238 1355.308 2505.50 15.71 3.83 1359.14 .00 7.87 21.00 8.000 21.000 .00 1 1.0 174.570 .0052 _ .0076 1.32 8.24 1.00 7.78 .014 .00 .00 BOX 12062.710 1347.980 8.652 1356.632 2505.50 15.71 3.83 1360.46 .00 7.87 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0035 .0076 .02 8.65 1.00 .014 .00 .00 BOX 12064.710 1347.987 8.689 1356.676 2500.80 15.68 3.82 1360.49 .00 7.86 21.00 8.000 21.000 .00 1 1.0 250.000 .0052 .0076 1.89 8.69 1.00 7.76 .014 .00 .00 BOX 12314.710 1349.296 9.269 1358.565 2500.80 15.68 3.82 1362.38 .00 7.86 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0005 .0075 .02 9.27 1.00 .014 .00 .00 BOX I 1 1 12316.710 1349.297 9.312 1358.609 2496.10 15.65 3.80 1362.41 .00 7.85 21.00 8.000 21.000 .00 1 1.0 252.000 .0052 .0075 1.90 9.31 1.00 7.77 .014 .00 .00 BOX I 1 1 12568.710 1350.607 9.898 1360.505 2496.10 15.65 3.80 1364.31 .00 7.85 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0055 .0075 .01 9.90 1.00 .014 .00 .00 BOX = = = == m= m == m= m m m m= r m FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 10 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN - REVBLINEBOX rrrrrrrrrrrrrrrrrrrrrrrrrwrrrrrrrrrrrrrr rrwrrrrrrwrrrrrrrrrrrrrrrrrrrrrrrrrr► rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrr AR Used Invert Depth ( Water Q Vel Val I Energy I Super ICriticallFlow ToplHeight /Base Wtj INo wth Station Elev (FT) ( Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR (Type Ch rt+: r. rrrlrrr+ rrrrrrlrrrr, rrrr�rrrrr+ rrrl* rrrrrrrrlrrrrrrrlrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrrlrrrrrrrrlrrrrrrrlrrrrrrrlrrrrr Irrrrrrr 12570.710 1350.618 9.931 1360.549 2491.40 15.62 3.79 1364.34 .00 7.84 21.00 8.000 21.000 .00 1 1.0 49.290 .0051 .0075 .37 9.93 1.00 7.81 .014 .00 .00 BOX 12620.000 1350.870 10.048 1360.918 2491.40 15.62 3.79 1364.71 .00 7.84 21.00 8.000 21.000 .00 1 1.0 198.710 .0095 .0075 1.49 10.05 1.00 6.13 .014 .00 .00 BOX 12818.710 1352.758 9.651 1362.409 2491.40 15.62 3.79 1366.20 .00 7.84 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0095 .0075 .01 9.65 1.00 .014 .00 .00 BOX 12820.710 1352.777 9.675 1362.452 2486.70 15.59 3.77 1366.23 .00 7.83 21.00 8.000 21.000 .00 1 1.0 245.980 .0095 .0075 1.84 9.67 1.00 6.12 .014 .00 .00 BOX 13066.690 1355.110 9.180 1364.290 2486.70 15.59 3.77 1368.06 .00 7.83 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0200 .0074 .01 9.18 1.00 .014 .00 .00 BOX 13068.690 1355.150 9.183 1364.333 2482.00 15.56 3.76 1368.09 .00 7.82 21.00 8.000 21.000 .00 1 1.0 251.720 .0094 .0074 1.87 9.18 1.00 6.13 .014 .00 .00 BOX 13320.410 1357.520 8.686 1366.206 2482.00 15.56 3.76 1369.97 .00 7.82 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0110 .0074 .01 8.69 1.00 .014 .00 .00 BOX 13322.410 1357.542 8.721 1366.263 2475.00 15.52 3.74 1370.00 .00 7.81 21.00 8.000 21.000 .00 1 1.0 161.432 .0095 .0074 1.19 8.72 .99 6.10 .014 .00 .00 BOX 13483.840 1359.076 8.376 1367.452 2475.00 15.52 3.74 1371.19 .00 7.81 21.00 8.000 21.000 .00 1 1.0 HYDRAULIC JUMP FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 11 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX * aaa aaaa ra rrara raaaraaaa asasar arrrr�+ rtrt�trt �rrrrtt+rrr,e *rr +r+,ririrr�ie�* aura* rirfirieiriririririrt* irieirri,►t* rr* r ,r+k *iriririrrr�rrtrrrwir,►arrr •�f+. + +xr AR Used I Invert Depth Water Q Vel Vel ( Energy I Super ICriticallFlow ToplHeight /Base Wtj ENO Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR I Type Ch .a aaaaa aalaaaarrrarlraraaara' raraaraaalaaaaaraarlraararrlaaaarrrlaaarrraarla arrrarlaaaraarrlaaatraarlaaaaraalraarrralaarrr laaaaaar 13483.840 1359.076 6.418 1365.493 2475.00 19.28 5.77 1371.27 .00 7.81 21.00 8.000 21.000 .00 1 1.0 121.856 .0095 .0079 .96 6.42 1.37 6.10 .014 .00 .00 BOX 13605.700 1360.234 6.691 1366.925 2475.00 18.49 5.31 1372.24 .00 7.81 21.00 8.000 21.000 .00 1 1.0 63.537 .0095 .0070 .45 6.69 1.29 6.10 .014 .00 .00 BOX 13669.240 1360.838 7.018 1367.855 2475.00 17.63 4.83 1372.68 .00 7.81 21.00 8.000 21.000 .00 1 1.0 29.515 .0095 .0062 .18 7.02 1.20 6.10 .014 .00 .00 BOX 13698.750 1361.118 7.360 1368.478 2475.00 16.81 4.39 1372.87 .00 7.81 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0095 .0071 .03 7.36 1.12 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 13703.250 1361.161 6.239 1367.400 2402.00 19.25 5.75 1373.15 .00 7.65 21.00 8.000 21.000 .00 1 1.0 81.750 .0095 .0082 .67 6.24 1.39 5.95 .014 .00 .00 BOX 13785.000 1361.940 6.377 1368.317 2402.00 16.83 5.51 1373.82 .00 7.65 21.00 8.000 21.000 .00 1 1.0 332.020 .0080 .0079 2.62 6.38 1.35 6.37 .014 .00 .00 BOX 14117.020 1364.596 6.433 1371.029 2402.00 18.67 5.41 1376.44 .00 7.65 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0081 .0079 .02 6.43 1.33 .014 .00 .00 BOX 14119.020 1364.612 6.383 1370.995 2398.00 18.79 5.48 1376.47 .00 7.64 21.00 8.000 21.000 .00 1 1.0 262.000 .0080 .0078 2.05 6.38 1.34 6.36 .014 .00 .00 BOX FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 12 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX AR Used I Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow Top[Height /lBase Wtj (No Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 14381.020 1366.708 6.454 1373.162 2398.00 18.58 5.36 1378.52 .00 7.64 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0080 .0078 .02 6.45 1.32 .014 .00 .00 BOX 14383.020 1366.724 6.340 1373.064 2389.00 18.84 5.51 1378.58 .00 7.62 21.00 8.000 21.000 .00 1 1.0 151.606 .0080 .0080 1.21 6.34 1.35 6.34 .014 .00 .00 BOX 14534.630 1367.937 6.340 1374.277 2389.00 18.84 5.51 1379.79 .00 7.62 21.00 8.000 21.000 .00 1 1.0 419.388 .0080 .0076 3.19 6.34 1.35 6.34 .014 .00 .00 BOX 14954.010 1371.292 6.608 1377.900 2389.00 18.08 5.07 1382.97 .00 7.62 21.00 8.000 21.000 .00 1 1.0 113.554 .0080 .0068 .77 6.61 1.27 6.34 .014 .00 .00 BOX 15067.570 1372.201 6.930 1379.131 2389.00 17.24 4.61 1383.74 .00 7.62 21.00 8.000 21.000 .00 1 1.0 40.560 .0080 .0060 .24 6.93 1.18 6.34 .014 .00 .00 BOX I 1 1 15108.130 1372.525 7.268 1379.793 2389.00 16.43 4.19 1383.99 .00 7.62 21.00 8.000 21.000 .00 1 1.0 9.872 .0080 .0053 .05 7.27 1.10 6.34 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I 1 1 15118.000 1372.604 7.624 1380.228 2389.00 15.67 3.81 1384.04 .00 7.62 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0080 .0049 .02 7.62 1.02 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 13 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46+20 FN = REVBLINEBOX AR Used I Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 15123.000 1372.644 8.985 1381.629 2004.00 12.56 2.45 1384.08 .00 6.78 21.00 8.000 21.000 .00 1 1.0 47.000 .0080 .0049 .23 8.98 .80 5.54 .014 .00 .00 BOX 15170.000 1373.020 8.837 1381.857 2004.00 12.56 2.45 1384.31 .00 6.78 21.00 8.000 21.000 .00 1 1.0 1280.000 .0038 .0049 6.21 8.84 .80 7.39 .014 .00 .00 BOX 1 1 16450.000 1377.884 10.183 1388.068 2004.00 12.56 2.45 1390.52 .00 6.78 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0038 .0046 .02 10.18 .80 .014 .00 .00 BOX 1 1 16454.000 1377.899 10.414 1388.313 1953.00 12.24 2.33 1390.64 .00 6.67 21.00 8.000 21.000 .00 1 1.0 662.801 .0038 .0046 3.05 10.41 .78 7.24 .014 .00 .00 BOX 1 1 17116.800 1380.418 10.949 1391.367 1953.00 12.24 2.33 1393.70 .00 6.67 21.00 8.000 21.000 .00 1 1.0 JUNCT STR 0038 .0017 .01 10.95 .78 .014 .00 .00 BOX 1 1 17122.800 1380.441 12.435 1392.876 1171.60 7.35 .84 1393.71 .00 4.74 21.00 8.000 21.000 .00 1 1.0 77.199 .0038 .0017 .13 12.43 .47 4.90 .014 .00 .00 BOX 1 1 17200.000 1380.734 12.270 1393.004 1171.60 7.35 .84 1393.84 .00 4.74 21.00 8.000 21.000 .00 1 1.0 220.000 .0038 .0017 .36 12.27 .47 4.90 .014 .00 .00 BOX 1 1 17420.000 1381.570 11.799 1393.369 1171.60 7.35 .84 1394.21 .00 4.74 21.00 8.000 21.000 .00 1 1.0 1100.500 .0031 .0017 1.83 11.80 .47 5.29 .014 .00 .00 BOX 1 1 18520.500 1384.980 10.214 1395.194 1171.60 7.35 .84 1396.03 .00 4.74 21.00 8.000 21.000 .00 1 1.0 JUNCT STR .0036 .0014 .01 10.21 .47 .014 .00 .00 BOX ® ® ® ® t'1 k >. m FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 14 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:il- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX AR Used I Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head ( Grd.El.j Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 18526.000 1385.000 10.411 1395.411 1067.80 6.69 .70 1396.11 .00 4.46 21.00 8.000 21.000 .00 1 1.0 10.000 .0030 .0014 .01 10.41 .43 4.99 .014 .00 .00 BOX 18536.000 1385.030 10.394 1395.424 1067.80 6.69 .70 1396.12 .00 4.46 21.00 8.000 21.000 .00 1 1.0 TRANS STR .0028 .0014 .03 10.39 .43 .014 .00 .00 BOX 18561.000 1385.100 9.843 1394.943 1067.80 9.41 1.37 1396.32 .00 4.61 20.00 6.000 20.000 .00 1 1.0 1292.250 .0031 .0035 4.53 9.84 .70 5.18 .014 .00 .00 BOX 19853.250 1389.120 10.356 1399.476 1067.80 9.41 1.37 1400.85 .00 4.61 20.00 6.000 20.000 .00 1 1.0 JUNCT STR 0018 .0030 .02 10.36 .70 .014 .00 .00 BOX 19858.750 1389.130 10.682 1399.812 992.60 8.75 1.19 1401.00 .00 4.39 20.00 6.000 20.000 .00 1 1.0 1248.500 .0031 .0030 3.78 10.68 .65 4.91 .014 .00 .00 BOX 21107.250 1393.000 10.596 1403.596 992.60 8.75 1.19 1404.78 .00 4.39 20.00 6.000 20.000 .00 1 1.0 JUNCT STR 0036 .0013 .01 10.60 .65 .014 .00 .00 BOX I 1 1 21112.750 1393.020 11.285 1404.305 638.40 5.62 .49 1404.80 .00 3.27 20.00 6.000 20.000 .00 1 1.0 1331.221 .0031 .0013 1.67 11.28 .42 3.54 .014 .00 .00 BOX I 1 1 22443.970 1397.150 8.824 1405.974 638.40 5.62 .49 1406.47 .00 3.27 20.00 6.000 20.000 .00 1 1.0 JUNCT STR .0018 .0012 .01 8.82 .42 .014 .00 .00 BOX I 1 1 22449.470 1397.160 8.889 1406.049 613.60 5.41 .45 1406.50 .00 3.19 20.00 6.000 20.000 .00 1 1.0 1316.799 .0031 .0012 1.53 8.89 .40 3.45 .014 .00 .00 BOX ® ® ® ® ® r7l 9 FILE: revblinebox.WSW W S P G W - CIVILDESIGN Version 12.5 PAGE 15 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:ll- 9 -2001 Time:10:59:25 BASELINE BOX - HYDRAULICS FOR ULTIMATE Q AND 3 BARRELS TO 46 +20 FN = REVBLINEBOX #****#************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * # * ** AR Used Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /Base Wtj INo Wth Station Elev (FT) Elev I (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF (SE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 23766.270 1401.240 6.335 1407.575 613.60 5.41 .45 1408.03 .00 3.19 20.00 6.000 20.000 .00 1 1.0 P ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. x 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * City of Fontana - Baseline Ave. Catch Basin Hydrology * Q100 hydrology between San Sevaine and Hemlock * File: Sevhem ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FILE - NAME: AREA4.DAT - - TIME /DATE OF STUDY: 13:57 11/ 7/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE _ .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) SIDE SIDE / (FT) - WAY - - - (FT) --- -- 1 30.0 20.0 .018/ .018/ .020 - (FT) - .67 - (FT) 2.00 - (FT) - .03125 .1670 - - (n) -- .01500 2 54.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 3 52.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc C 0 I 0 1 11] 0 fl n u USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 802.00 ELEVATION DATA: UPSTREAM(FEET) = 1343.60 DOWNSTREAM(FEET) = 1340.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.079 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.741 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.26 .80 .10 52 13.08 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) = 4.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.2 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<< <<< UPSTREAM ELEVATION(FEET) = 1340.10 DOWNSTREAM ELEVATION(FEET) = 1336.40 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 54.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 n SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 0 0 L y * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 15.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .98 STREET FLOW TRAVEL TIME(MIN.) = 5.52 Tc(MIN.) = 18.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.029 CA SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .89 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .89 SUBAREA RUNOFF(CFS) = 2.36 EFFECTIVE AREA(ACRES) = 2.15 AREA - AVERAGED Fm(INCH /HR) _ .08 AREA - AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 5.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.66 FLOW VELOCITY(FEET /SEC.) = 2.16 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.15 TC(MIN.) = 18.60 EFFECTIVE AREA(ACRES) = 2.15 AREA - AVERAGED Fm(INCH /HR)= .08 AREA - AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 5.71 END OF RATIONAL METHOD ANALYSIS 0 0 L y ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana - Baseline Ave. Catch Basin Hydrology • Q100 hydrlogy between Hemlock and Beech • File: Hembee ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: HEMBEE.DAT -- TIME / DATE - STUDY - 14 16 2001 ------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 pq 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) = 1.000 y 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE _ .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* 0 *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) - (FT) (FT) (FT) (n) - ___ ---- - - - - -- 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 54.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 3 52.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc 0 u USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 748.80 ELEVATION DATA: UPSTREAM(FEET) = 1360.60 DOWNSTREAM(FEET) = 1353.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 vp SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.835 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.189 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.25 .80 .10 52 10.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.62 TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) = 4.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.2 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>( STREET TABLE SECTION # 3 USED)<< <<< UPSTREAM ELEVATION(FEET) = 1353.30 DOWNSTREAM ELEVATION(FEET) = 1345.50 STREET LENGTH(FEET) = 595.05 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 52.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 748.80 ELEVATION DATA: UPSTREAM(FEET) = 1360.60 DOWNSTREAM(FEET) = 1353.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 vp SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.835 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.189 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.25 .80 .10 52 10.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.62 TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) = 4.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.2 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>( STREET TABLE SECTION # 3 USED)<< <<< UPSTREAM ELEVATION(FEET) = 1353.30 DOWNSTREAM ELEVATION(FEET) = 1345.50 STREET LENGTH(FEET) = 595.05 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 52.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 16 * * TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 13.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 3.20 TC(MIN.) = 14.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.586 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .87 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .87 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 2.12 AREA - AVERAGED Fm(INCH /HR) _ .08 AREA - AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 6.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 13.87 FLOW VELOCITY(FEET /SEC.) ------------------- - - - - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ ------------------------- ------------------------- END OF RATIONAL METHOD AN 3.17 DEPTH *VELOCITY(FT *FT /SEC.) = 1.38 2.12 TC(MIN.) = 14.04 2.12 AREA - AVERAGED Fm(INCH /HR)= .08 .80 AREA- AVERAGED Ap = .10 6.69 ALYSIS ml t, u H -1 L Fil �I L ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. t 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana - Baseline Ave. Catch Basin Hydrology * Q100 hydrology between Almeria and Beech • File: Beealm ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BEEALM.DAT TIME /DATE OF STUDY: 14:25 11/ 7/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE = .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) SIDE SIDE / (FT) - WAY - - (FT) - - - (FT) --- -- 1 30.0 20.0 .018/ .018/ .020 .67 - (FT) 2.00 - (FT) - .03125 .1670 - - (n) -- .01500 2 54.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 3 52.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top - of - Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc F- USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 798.00 ELEVATION DATA: UPSTREAM(FEET) = 1386.30 DOWNSTREAM(FEET) = 1379.87 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.546 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.032 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.16 .80 .10 52 11.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 4.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 6.2 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1379.90 DOWNSTREAM ELEVATION(FEET) = 1360.60 STREET LENGTH(FEET) = 2458.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 54.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 i f u SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 16.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 15.17 Tc(MIN.) = 26.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.437 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.47 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.47 SUBAREA RUNOFF(CFS) = 7.36 EFFECTIVE AREA(ACRES) = 4.63 AREA - AVERAGED Fm(INCH /HR) _ .08 AREA - AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.63 PEAK FLOW RATE(CFS) = 9.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .52 HALF FLOW VELOCITY(FEET /SEC.) END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ ------------------- - - - - -- 'STREET F 2.86 4.63 4.63 .80 9.82 LOOD WIDTH(FEET) = 18.03 DEPTH *VELOCITY(FT *FT /SEC.) = 1.48 TC(MIN.) = 26.72 AREA - AVERAGED Fm(INCH /HR)= .08 AREA- AVERAGED Ap = .10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS r, pf, L { ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 3 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana - Baseline Ave. Catch Basin Hydrology • Q100 hydrology between Citrus and Almeria • File: Almcit ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: ALMCIT.DAT L TIME /DATE OF STUDY: 14:33 11/ 7/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: L -- *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) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE _ .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc N *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 54.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 3 52.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc N J fl p 0 � USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 687.30 ELEVATION DATA: UPSTREAM(FEET) = 1395.30 DOWNSTREAM(FEET) = 1393.70 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 3.71 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.942 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.601 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.17 .80 .10 52 13.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION ## 2 USED)<< <<< UPSTREAM ELEVATION(FEET) = 1393.70 DOWNSTREAM ELEVATION(FEET) = 1386.30 STREET LENGTH(FEET) = 1275.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 54.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 L n SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 16.53 FLOW VELOCITY(FEET /SEC.) END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END OF RATIONAL METHOD AN 2.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.14 2.95 TC(MIN.) = 23.45 2.95 AREA- AVERAGED Fm(INCH /HR)= .08 .80 AREA- AVERAGED Ap = .10 6.79 ALYSIS D H L d1l * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 15.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 9.51 Tc(MIN.) = 23.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.635 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.78 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.09 EFFECTIVE AREA(ACRES) = 2.95 AREA - AVERAGED Fm(INCH /HR) _ .08 AREA - AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 !o TOTAL AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) = 6.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 16.53 FLOW VELOCITY(FEET /SEC.) END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END OF RATIONAL METHOD AN 2.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.14 2.95 TC(MIN.) = 23.45 2.95 AREA- AVERAGED Fm(INCH /HR)= .08 .80 AREA- AVERAGED Ap = .10 6.79 ALYSIS D H L d1l r� F1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) ilk (c) Copyright 1983 - 95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * City of Fontana - Baseline Ave. Catch Basin Hydrology * Q100 hydrology between Beech and Sultana * File: beesul ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BEESUL.DAT TIME /DATE OF STUDY: 13: 6 11/13/2001 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* Pt 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 °i 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: � STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE = .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc it *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) SIDE SIDE / (FT) - WAY - - (FT) - - - (FT) --- -- 1 30.0 20.0 .018/ .018/ .020 .67 - (FT) 2.00 - (FT) - .03125 .1670 - - (n) -- .01500 2 54.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 3 52.0 20.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top - of - Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc it "VALLEY USED UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1363.20 DOWNSTREAM(FEET) = 1300.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.858 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.058 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .78 .80 .10 52 5.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) _ .78 PEAK FLOW RATE(CFS) = 4.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ .78 TC(MIN.) = 5.86 EFFECTIVE AREA(ACRES) _ .78 AREA- AVERAGED Fm(INCH /HR)= .08 AREA- AVERAGED Fp(INCH /HR) _ .80 AREA- AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 4.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS i . l ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:21 11/ 7/2001 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Analysis • Area between Almeria and Citrus • file: Almcit.res ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ----------------------------------------------------------- ----------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.80 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 10.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.3 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.7 J u �r L' fl ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 --------------------------------------------------------------------- TIME /DATE OF STUDY: 15:16 11/ 7/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Catch basin analysis * Area between Beech and Almeria * File: beealmcb ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.80 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.9 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.6 �l P f , ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE _ FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:18 11/ 7/2001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Analysis • Area between Hemlock and Beech • file: hembeecb ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << --------------------------------------------- ------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.70 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 10.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.2 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.7 F F1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 15:20 11/ 7/2001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch basin Calculations • San Sevaine and Helock avenue ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.70 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 7.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 8.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.3 1 0- Li LJ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 13:12 11/13/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Catch Basin Analysis * Area between Beech and Sultana * File: Beesul ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.20 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 6.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.1 0 u L �J ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 -------------------------------------------------------------------- TIME /DATE OF STUDY: 13:18 11/13/2001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch basin Analysis • Area between Citrus and Oleander • file:citcb ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.60 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 10.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.0 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.6 J 0 u r-, f ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356 -1795 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 11:39 11/13/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Calculation for HEMCB #2 • location: North of Baseline,Eastside of Hemlock Ave. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 11.70 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 16.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.8 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 11.3 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Catch Basin Calculations for HEMCB #1 • Location: North of Baseline, Westside of Hemlock Ave. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. n STREETFLOW(CFS) = 6.70 GUTTER FLOWDEPTH(FEET) _ .67 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 10.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.2 - - -- »»CALCULATED ESTIMATED INTERCEPTION (CFS) = 6.7 u u u �11 I > n i 1 92 — 9 90 95 98 r — 97 99 10 — 101 102 103 104 — OS -+-- I — +— — I r 1 - - --- -- -i I — — (A =0.89 AC) (A =1 .26 AC) �J 1 106 1 108 109 110 1 112 113 114 115 116 116 1 9 1336.4 1345.6 Q, 00 CFS 3 BASELINE AVENUE 1 Q - -w 7.o Y I W I I \ Q CL I J I W \ wI I HEMLOCK CB #1 Q , 0 0 =6.2 CFS PER APPROVED CITY OF W W =10.0 FLOWBY FONTANA PLAN DWG. 2875 I > NO APPROX 2.10 AC ARE Q U CB 1 TRIBUTARY 0 3.0 CFS /AC HEMLOCK CB #2 CB Q-1001 1.0 0= 1.0 CFS I 0 100 =11.7 CFS 1353.3 W =10 CFS W =16.0, FLOWBY 5 W =10' J NOTE: APPROX 3.9 AC ARE TRIBUTARY @ 3.0 CFS /AC - 05 1 107 108 109 110 I — 111 2 113 114 115 I 116 117 116 119 120 — —+— — I — -+ r— — ---r— I— i-- — (A =0.87 AC) (A =1.25 AC) 118 120 (A =0.87 AC) 1 u 5 t \1345.6 Q,00 =6.7 CFS W =10.0 I * Q,00 — — 6.7 CFS *W =10.0 Prepared Hy: ALLARD ENGINEERING ctd s b - land s v - lm d Mmmim am sima Avenue Fontana. Uffmnia 92335 (909) 356 -1815 Fax (909) 356 -1795 Asym®d J. Maid, (�s 6139=4) Data ( IN FEET ) 1 inch = 100 ft. 132 (A =1.25 AC) BASELINE AVENUE *NOTE: SEE RATIONAL METHOD AND CATCH BASIN CALCS BETWEEN HEMLOCK AVE AND BEECH AVE I IN�I BASELINE AVENUE IMPROVEMENTS HYDROLOGY MAP 100 YEAR STORM SHEET 1 OF 4 Fleno -e: M:\ DWG \14902 \HYDROLOGY \11X17HYDRO -i.DW( W I al I I U W W m „6 1360.6 0 10o = CFS W =14.0 1300.6 Q100 =4.2 CFS W =6.0 I z I I a I F- 1 J I ' J ^ I 1 VJ I 1363.2 ( IN FEET ) 1 inch = 100 fL — 125 } 125 — 117— I , l e �---1— — 12 1 1 — — 1 — 1 1 2 #— — 1 � 4— _ .134 — I 1 — —� 1 1 6 —� — ' 138 1.1 I — —' (A =3.47 AC) 3 a c a BASELINE AVENUE zl I wl l a I l a I I I Co I 1 Prepared By: ALLARD ENGINEERING :.;� N Cf.a E WnwrtV - land 9,a• "IM - Land PWmtug F{m}ana C•BbfimufB (909) 356-1815 Fax (909) 358-1795 Aaym®d J. Allard, M.E. 36052 hate (m &3OWN) — _ (A =3.47 AC) (A =0.78 AC) 124 125 BASELINE AVENUE BASELINE AVENUE IMPROVEMENTS HYDROLOGY MAP 100 YEAR STORM SHEET 2 OF 4 , Filename: M: \DWG\ 14902 \HYDROLOGY\71X17HYDRO -2.DW Filename: M:\ DWG\ 14902 \HYDROLOGY \11X17HYDRO -3.DWG 11386.3 7 i— 176 iJ9 1 1 T— — i-- — I —1 — 4 +-- 1 (A =3.47 AC) (A =1 .1 6 AC) 150 151 152 153 154 155 156 1 5 BASELINE AVENUE 13�-98 Q -- w ---- - - - - - W 7rr.= I - -- - -- -- - -- -- - - - - -- --- - - - - -- - - - - -- g I I CB I I Q100 = 9 . 6 CFS W =7 APPROVED CITY OF FONTANA / S ORM DRAIN D G. N0. 1949 1 I I 1 C B i 1 loo =9.E CFS P ROV D CITY OF FO TANA TORM RAIN D G. N0. 1949 ; 1 1 6 , I (A=1.78 AC) (A =1 .17 AC) 166 167 > 1386.3 12 BASELINE AVENUE Q Q1oo =6.8 CFS w Q W ( W -10.0 - - -__ -- -- - - - - -- - - - - -- -- — – — -- -- --Q Q 1393.7 11 I O 1 Q BASELINE AVENUE hwatid l3 IMPROVEMENTS ALLARD ENGINEERING HYDROLOGY MAP CW Ea _ Land Sumgt - L E md 8253 Slmra Avmm Fantaaa, CaMmmia 92335 g 100 YEAR STORM (909) 358.1815 Fax (909) 356 -1795 ( IN FEET) SHEET 3 OF 4 Raymond J Allard, H Date (Mqtr- gym) 1 inch = 100 ft. Filename: M:\ DWG\ 14902 \HYDROLOGY \11X17HYDRO -3.DWG 3 0 0 m E z m 0 II CIT CB #1 1 0 , = 6.6 C S BAS - D ON0 CFS PER ACRE, , WAS W =10.0 , OBTAINED � J 1 117 1 1 9 170 1 1 1 2 1J3 174 (A =1.78 AC) (A =1.117 AC) (A =2.2 AC) 784 185 186 187 186 189 &13 93.7 I 1395.3 10 I a wl -- - - - - -- - - - -- Co BASELINE AVENUE 1 vl 1 l9 ALLARD ENGINEERING _ Land Smvaytag - Jand Perming 8253 Stara Avenue Fontana, Udomla 92335 (909) 356 -1815 Fax (909) 356 -1795 Aaymnnd J. Magid, ELCE. 36052 Rata (mgdi s 6J30/2004) ( IN FEET ) 1 inch = 100 fk z� w a O BASELINE AVENUE IMPROVEMENTS HYDROLOGY MAP 100 YEAR STORM SHEET 4 OF 4 Fil --.• M-\ nWn\IAQ (M \NVnRnlnry \11X1714VnRn —dnWR k?} * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. so 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana Baseline Avnue Road Side Swale Hydrology • Area 1 Hydrology Analysis • File: Areal.res ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: AREAI.DAT t TIME /DATE OF STUDY: 11:55 11/ 8/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: .STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 Pq SLOPE OF INTENSITY DURATION CURVE = .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE - / - SIDE/ WAY (FT) (FT) (FT) (FT) (n) - 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT- HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH J FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1357.10 DOWNSTREAM(FEET) = 1343.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 34.751 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.082 on SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 1.00 61 34.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 12.56 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, « < < >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1343.00 DOWNSTREAM(FEET) = 1340.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.329 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.404 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) U FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 } 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1357.10 DOWNSTREAM(FEET) = 1343.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 34.751 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.082 on SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 1.00 61 34.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 12.56 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, « < < >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1343.00 DOWNSTREAM(FEET) = 1340.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.329 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.404 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) U i L I I 0 NATURAL GOOD COVER "OPEN BRUSH" A 7.90 .69 1.00 61 27.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.90 INITIAL SUBAREA RUNOFF(CFS) = 12.22 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 34.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.082 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 9.92 EFFECTIVE AREA(ACRES) = 17.90 AREA - AVERAGED Fm(INCH /HR) _ .69 AREA- AVERAGED Fp(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 22.48 = = END OF STUDY SUMMARY.______________________ _______________________________ TOTAL AREA(ACRES) = 17.90 TC(MIN.) = 34.75 EFFECTIVE AREA(ACRES) = 17.90 AREA- AVERAGED Fm(INCH /HR)= .69 AREA - AVERAGED Fp(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 22.48 --------- - - - - -- END OF RATIONAL METHOD ANALYSIS i L I I 0 a sm C Ci ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana Baseline Avnue Road Side Swale Hydrology • Area 2 Hydrology Analysis • File: Area2.res ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: AREA2.DAT TIME /DATE OF STUDY: 11:37 11/ 2/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: g -- *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) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: ��II STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 r,i SLOPE OF INTENSITY DURATION CURVE _ .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* L *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top - of - Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * TC USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH L n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800 NODE 900 CODE = FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 SCS Tc 3 -HOUR 2.74 CN (MIN.) 6 -HOUR 4.00 24 -HOUR 9.20 61 29.64 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800 NODE 900 CODE = 2.1 - TO - - IS - - -- - - - - -- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1372.00 DOWNSTREAM(FEET) = 1356.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 29.638 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.290 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 1.00 61 29.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.44 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 14.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.00 TC(MIN.) = 29.64 EFFECTIVE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH /HR)= .69 AREA- AVERAGED Fp(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 14.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS n I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 11 0 r * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana Baseline Avnue Road Side Swale Hydrology • Area 3 Hydrology Analysis • File: Area3.res ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: AREA3.DAT TIME /DATE OF STUDY: 11:57 11/ 8/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE = .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. - (FT) --- (FT) -- SIDE - / - SIDE / - WAY - - (FT) - - (FT) - (FT) - (FT) - - (n) -- 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH L I f ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 4.00 TO NODE - -- 500 - IS CODE = 2.1 -------------------------------- - - - - -- --------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1454.10 DOWNSTREAM(FEET) = 1424.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 30.001 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.29 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 61 30.00 .69 14.29 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<< <<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1424.70 DOWNSTREAM(FEET) = 1398.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.755 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.332 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) H, FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 4.00 TO NODE - -- 500 - IS CODE = 2.1 -------------------------------- - - - - -- --------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1454.10 DOWNSTREAM(FEET) = 1424.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 30.001 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.29 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 61 30.00 .69 14.29 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<< <<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1424.70 DOWNSTREAM(FEET) = 1398.20 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.755 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.332 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) H, L 'J NATURAL GOOD COVER "OPEN BRUSH" A 20.00 .69 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.00 INITIAL SUBAREA RUNOFF(CFS) _ ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 30.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 28. EFFECTIVE AREA(ACRES) = 30.00 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 61 28.75 29.63 58 .69 42.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, <<<<< >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1398.20 DOWNSTREAM(FEET) = 1371.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.776 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.331 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 50.00 .69 1.00 61 28.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 50.00 INITIAL SUBAREA RUNOFF(CFS) = 74.03 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 30.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA AREA(ACRES) = 50.00 EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fp(INCH /HR) _ .69 TOTAL AREA(ACRES) = 80.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 80.00 EFFECTIVE AREA(ACRES) = 80.00 AREA- AVERAGED Fp(INCH /HR) _ .69 PEAK FLOW RATE(CFS) = 114.30 SUBAREA RUNOFF(CFS) = 71.44 AREA- AVERAGED Fm(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 PEAK - FLOW - RATE(CFS) = ----- 114.30 TC(MIN.) = 30.00 AREA- AVERAGED Fm(INCH /HR)= .69 AREA- AVERAGED Ap = 1.00 END OF RATIONAL METHOD ANALYSIS 0 D C ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • City of Fontana Baseline Avnue Road Side Swale Hydrology • Area 4 Hydrology Analysis • File: Area4.res ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 FILE NAME: AREA4.DAT TIME /DATE OF STUDY: 12:10 11/ 8/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE = .6000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) FACTOR (n) 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* UNIT- HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM - NODE - - - - -- 100 - TO - NODE - - - - -- 200 - IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION - NOMOGRAPH - FOR - INITIAL - SUBAREA<< -------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.60 DOWNSTREAM(FEET) = 1442.20 -) Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 31.403 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.212 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 1.00 61 31.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.73 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 13.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1442.20 DOWNSTREAM(FEET) = 1420.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 29.983 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) H11 FOR DEVELOPMENTS OF 3 -4 UNITS /ACRE AND MORE. USER SPECIFIED RAINFALL VALUES: 2 -YR 6 -HR RAINFALL DEPTH(INCH) = 1.80 2 -YR 24 -HR RAINFALL DEPTH(INCH) = 3.50 100 -YR 6 -HR RAINFALL DEPTH(INCH) = 4.00 100 -YR 24 -HR RAINFALL DEPTH(INCH) = 9.20 SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES .56 30- MINUTES 1.14 1 -HOUR 1.50 3 -HOUR 2.74 6 -HOUR 4.00 24 -HOUR 9.20 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM - NODE - - - - -- 100 - TO - NODE - - - - -- 200 - IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION - NOMOGRAPH - FOR - INITIAL - SUBAREA<< -------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.60 DOWNSTREAM(FEET) = 1442.20 -) Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 31.403 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.212 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 10.00 .69 1.00 61 31.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.73 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 13.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8.2 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1442.20 DOWNSTREAM(FEET) = 1420.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 29.983 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) H11 �1� NATURAL GOOD COVER "OPEN BRUSH" A 20.00 .69 1.00 61 29.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.00 INITIAL SUBAREA RUNOFF(CFS) = 28.59 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 31.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.212 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 27.47 EFFECTIVE AREA(ACRES) = 30.00 AREA - AVERAGED Fm(INCH /HR) _ .69 AREA- AVERAGED Fp(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 41.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE -- 3.00 - TO NODE - - -- 310 - IS - CODE - = ---------------------- - - - - -- - - - - - -- -------- 8.2 - - - - -- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1420.70 DOWNSTREAM(FEET) = 1410.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 29.704 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.287 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 26.90 .69 1.00 61 29.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.90 INITIAL SUBAREA RUNOFF(CFS) = 38.76 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 31.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.212 SUBAREA AREA(ACRES) = 26.90 SUBAREA RUNOFF(CFS) = 36.95 EFFECTIVE AREA(ACRES) = 56.90 AREA- AVERAGED Fm(INCH /HR) _ .69 AREA- AVERAGED Fp(INCH /HR) = .69 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 56.90 PEAK FLOW RATE(CFS) = 78.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 8.2 ---------------------------------------------------------------------------- >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1410.10 DOWNSTREAM(FEET) = 1391.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.636 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.338 �1� �7, L u 0 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" A 35.60 .69 1.00 61 28.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 35.60 INITIAL SUBAREA RUNOFF(CFS) = 52.93 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 31.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.212 SUBAREA AREA(ACRES) = 35.60 EFFECTIVE AREA(ACRES) = 92.50 AREA - AVERAGED Fp(INCH /HR) _ .69 TOTAL AREA(ACRES) = 92.50 --------------------------------- --------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.50 EFFECTIVE AREA(ACRES) = 92.50 AREA - AVERAGED Fp(INCH /HR) _ .69 PEAK FLOW RATE(CFS) = 127.05 SUBAREA RUNOFF(CFS) = 48.90 AREA - AVERAGED Fm(INCH /HR) _ .69 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 127.05 --------------------------------- --------------------------------- TC(MIN.) = 31.40 AREA - AVERAGED Fm(INCH /HR)= .69 AREA- AVERAGED Ap = 1.00 END OF RATIONAL METHOD ANALYSIS r ALLARD ENGINEERING DESCRIPTION Engineering • Surveying • Land Planning JOB #: SHEET OF 8253 Sierra Avenue , p / Fontana, CA 92335 DESIGNED BY DATE ,D D (909) 356 -1815 Fax (909) 356 -1795 APPROVED � - � / CC'S• — Q /.O' S.0 �, D' l•O' ' S = 50 f/0 - k N 0.00 Cr' - Q,QiFICE �i4GC S 0 O 0 0 `/ = p, -7 5 f DO y = L�•Di�sT 6 << s s