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32070 (2)w 4 z j . i 31 w • • • 15 +35 0.7563. 0.97 I Q I I I V 15 +40 0.7622 0.86 15 +45 0.7680' 0.85 I Q I I' I V 15 +50 0.7738 0.84 I Q I I I V 15 +55 0.7797 0.85 I Q I I I V 16+ 0 0.7855 0.85 I Q I I I V 16+ 5 0.7891 0.52 I Q I I I V 16 +10 0.7908 0.25 Q I I I V 16 +15 0.7923 0.21 Q I I I V 16 +20. 0.7936 0.20 Q I I I V 16 +25 0.795.0 0.20 Q I I I V 16 +30 0.7964 0.20 Q. I I I V 16 +3.5 0.7976 0.17 Q I I I V 16 +40 0.7986 0.15 Q. I I I V 16 +45 0.7996 0.15 Q I I I. V. 16 +50 0.8007 0.15 Q I I I V 16 +55 0.8017 0.15 Q I' I I V 17+ 0 0.8027 0.15 Q I I I V. 17+ 5 0.8041 0.20 Q I I I V 17 +10 0.8057 0.24 Q I I I V 17 +15 0.8074 0.25 Q I I I V 17 +20. 0.8091 0.25 Q I I I V 17 +25 .0.8108 0.25 Q I I I V 17 +30 0.8125 0.25 Q I I I V 17 +35 0.8143 0.25 Q I I I V 17 +40 0.8160 0.25 Q 1v 17 +45 0.8177 0.25 Q" I I I V 17 +50 0.8192 0.22 Q I I I V 17 +55 0.8206 0.20 Q I I I V 18+ 0 0.8220 0.20 Q I I ( V 18+ 5 0.8233 0.20 Q I I I V 18 +10 0.8247 0.20 Q I I I V 18 +15 0.8261 0.20 Q I I I V 18 +20 0.8274 0.20 Q I I I V 18 +25 0.8288 0.20 Q I I I V 18 +30' 0.8302 0.20 'Q I I I V 18 +35 0.8313 0.17 Q I I I V 18 +40 0.8324 0.15 Q I I I V 18 +45 0.8334 0.15 Q I I I V 18 +50 0.8343 0.12 Q I I I V 18 +55 0.8350 0.10 Q L I I V 19+ 0 0.8357 0.10 Q I I I V 19+ 5 0.8365 0.12 Q I I I V 19 +10 0.8375 0.14 Q I I I V 19 +15 0.8385 0.15 Q I I I V" 19 +20 0.8397 0.17 Q I I I V 19 +25 0.8411 0.19 Q I I I V 19 +30 0.8424 0.20 Q I I I V 19 +35 0.8436 0.17 Q. I I I V 19 +40 0.8447 0.15 Q I I I V 19 +45 0.8457 0.15 Q I ( I V 19 +50 0.8466 0.12 Q I I I V 19 +55, 0.8473 0.10 Q I I I V 20+ 0 0.8480 0.10 Q I I I V 20+ 5 0.8488 0.12 Q I I I V 20 +10 0.8498 0.14 Q I I I V 20 +15 0.8508 0.15 Q I I I V 20 +20 0.8519 0.15, Q I I I V 20 +25 0.8529 0.15 Q I I I V 20 +30 0.8539 0.15 Q I I I V 20 +35 0.8549 0.15 Q. I I I V 20 +40 0.8560 0:15 Q I I I V 20 +45 0.8570 0.15 Q I I I V. 20 +50 ,0.8578. 0.12 Q I I I V 20 +55 0.8585• 0.10 Q I I I V 21+ 0 0.8592 0.10 Q I I I V • 21+ 5 21 +10 0.8601 . 0.8611 0.12 0.14 Q Q I I I I I V I V 21 +15 0.8621 .0.15 Q I I I V 21 +20 0.8629 0.12 Q I I I V 21 +25 0.8637 0.10 Q I I I V 21 +30 0.'8643 0.10 Q I I I V 21 +35 0.8652 0.12 Q I I I VI 21 +40 0.8662 0.14 Q I I I VI 21 +45 0.8672 0.15 Q I I I VI 21 +50'• 0.8681 0.12 Q I I I VI 21 +55 0.8688 0.10 Q I I I VI 22+ 0 0.8695 0.10 Q I I I VI 22+ 5 0.8703 0.12 Q VI 22 +10 0.8713 0.14 Q I I. I VI 22 +15 0.8723 0.15 Q I I I VI 22 +20 0.8732 0.12 Q I I I VI 22 +25 0.8739 0.10 Q I I I VI 22 +30 0.8746- 0.10 Q I I V 22 +35 0.8753 0.10 Q I I I VI 22 +40 0.8760 0.1.0 Q I I I VI 22 +45 0.8766 0.10 Q I I I VI 22 +50 0.8773 0.10 Q VI 22 +55 0.8780 0.10 Q I I I VI 23+ 0 0.878.7 0.10 Q VI 23+ 5 0.8794 0.10 Q I I I VI 23 +10 0.8800 0.10 Q I I I VI 23 +15 0.8807 0.10 Q I I I VI 23 +20 0.8814 0.10 Q VI 23 +25 0.8821 0.10 Q I I I VI 23 +30 23 +35 0.8828 0.8835 0.10 0.10 Q Q I I I VI '23 +40 0.8841 0.10 Q i I I VI 23 +45 0.8848 0.10 Q VI 23 +50 0.8855 0.10 Q I I I VI 23 +55 0.8862 0.10 Q 24+ 0 0.8869 0.10 Q I I I VI 24+ 5' 0.8872 0.05 Q I I I V 24 +10 0.8873 0.01 Q I I I VI 24 +15 ----------- 0.8873 ------------------=----------------------------------- 0:00 Q I I I V - - - - -- • • U n i t• H y d 'r o g r a p h A n a 1 y s i s Copyright'(c) CIVILCADD /CIVILDESIGN,.1989 - 2004, Version 7.0 Study date 07/28/05.File: 32070E6100.out Retention Basin #1 6 -hour duration, 100 -year storm event . ++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ----------------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method. RCFC & WCD Manual date - April 1978 Program License Serial.Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall-Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -----------------------------------------------------------.--------- Drainage Area = 3.69(Ac.) = 0.006 Sq. Mi.' Drainage Area for Depth -Area Areal Adjustment 3.69(Ac.) _ Sq. Mi. Length along longest watercourse = 690.00(Ft.) Length along longest watercourse measured to centroid = 260.00(Ft.) Length along longest watercourse = 0.131 Mi. Length along longest watercourse measured to centroid = 0.049 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 53.5652 Ft.. /Mi. Average Manning's !N' = 0.020 Lag time = 0'.033 Hr. Lag time = 1.99 Min. 25% of lag time = 0.50 Min. 4.0% of lag time = 0.79 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow 0..00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.69 1.00 3.69. . 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] . 3.69 2.50 9.22 STORM EVENT (YEAR) = 10.0.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) 2.500(ln) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) 0.006 Sub -Area Data: Area(Ac.) Runoff.Index Impervious 3.6.90 32.00 0.800 Total Area Entered = 3.69(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec. %) 32.0 52.0 0.552 0.800 Adj. Infil. Rate Area% F (In /Hr) (Dec.) (In /Hr) 0.154 1.000. 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0•.154 Minimum soil loss rate ((In /Hr)) 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 ---------------------=----------------------------------------- - - - - -- U n i t H y d r o g r a p h DESERT S- Curve' Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -----------------------------------------------------------------=--- 1• 0.083 251.660 50.279 1.870 2 0.167 503.320 41.946 1:560 3 0:250 754.981 6.393 0.238 4 0.333 1006.641 1.382 0.051 Sum = 100.000 Sum= 3.719 ------------------ =-------------------------------------------------- -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective .(Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.150 0.154 0.039 0.11 2 0.17 0.60 0.180 0.154 - -- 0.03 3 .0.25 0.60 0.180 0.154 - -- 0.03 4 0.33 0.60 0.180 0.154 - -- 0.03 5 0:42 0.60 0.180 0.154 - -- 0.03 6. 0.50 0.70 0.210 0.154 -. -- 0.06 7 0.58 0.70 0.210 0.154 - -- 0.06 8 0.67 0.70 0.210 0.154 - -- 0.06 9 0.75 0.70 0.210 0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0.06 11 0.92 0.70 0.210 0.154 - -- 0.06 12 1.00 0.80 0.240 0.154 - - -. 0.09 13 1.08 0.80 0.240 0.154 - -- 0.09 14 1.17 0.80 0.240 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 •16 1.33 0.80 0.240 0.154 - -- 0.09 17 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80 0.240 0.154 - -- 0.09 19 1.58 0.80 0.240 0.154 - -= 0.09 20 1.67 0.80 0.240 0.154 - -- 0.09 21 1.75 0.80 0.240 0.154 - -- 0.09 22 1.83 0.80 0.240 .0.154. - -- 0.09 23 1.92 0.80 0.240 0.154 - -- 0.09 24 2.00 0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.240 0.154 - -- 0.09 26 2.17 0.90 0.270 0.154 0.12 27 2.25 0.90 0.270 0.154 - -- 0.12 28 2.33 0.90 0.270 0.154 - -- 0.12 29 2.42 0.90 0.270 0.154 - -- 0.12 30 2.50 0.90 0.270 0.154 - -- 0.12 31 2.58 0.90 0.270 0,154 - -- 0.12 32 2.67 .0.90 0.270 0.154 - -- 0.12 33 2.75 1.00. 0.300 0.154. - -- 0.15 34 2.83 1.00 0.300 0..154 0.15 35 2.92 .1.00 0'.300 ___ 0.154. 0.15 36 3.00 1.00 0.300 0.15.4 - -- 0.15 37 3.08 1.00 0.300 0.154 - -- 0.15 . 38 3.17 1.10 0.330 0.154 - -- 0.18 39 3.25 .1.10 0.330 0.154 - -- 0.18 40• 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0:.21 42 3.50 1.30 0.390 0.154 - -- 0.24 43 3.58 1..40: 0.420 0.154 - -- 0.27. 44 .3.67 1.40 0.420 0.154 - -- 0.27 45 .3.75 1.50 0.450 0.154 - -- 0.30 46 3.83 1.•50 0.450 0.154 - -- 0.30 47 3.92 1.60 0.480 0.154 - -- 0.33 48 4.00 1.60 0.480 0.154 - -- 0.33 49 4.08 1.70 0.510 0.154 - -- 0.36 50 4.17 1.80 0.540 0.154 - -- 0.39 51 4.25 1.90 0.570 0.154 - -- 0.42 52 4.33 2.00 .0.600 0.154 - -- 0.45 53 4.42 2.10 0.630. 0.154• - -- 0.48 54 4.50 2.10 0.630 .0.154 - -- 0.48 55 4.58 2.20 0.660 0.154 - -- 0.51 56 4.67 2.30 0.690 0.154 - -- 0.54 57 4.75 2.40 0.720 0.154 - -- 0.57 58 4.83 2.40 0.720 0.154 - -- 0.57 59 4.92. 2.50 0.750 0.154 - -- 0.60 60 5.00 2:60 0.780 0.154 - -- 0.63 61 5.08 3.10 0.930 0.154 - -- 0.78 62 5.17 3.60 1.080 0.154 0.93 63 5.25 3.90 1.170 0.154 1.02 64 5.33 4.20 1.260 0.154 - -- 1.11. 65 5.42 4.70 1.410 0.154 - -- 1.26 66 5.50 5.60 1.680 0.154 - -- 1.53 67. 5.58 1.90 0.570 0.154 - -- 0.42 68 5.67 0.90 0.270 0.154 - -- 0.12 69 5.75 0.60 0.180 0:154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall 1.62(In) times area 3.7(Ac:) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.88(In) Total soil loss = 0.272(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 21632.6 Cubic Feet Total soil loss = 11853.7 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 5.129(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h --------------------------------------------- Hydrograph in 5 - ----------------------- Minute intervals ((CFS)) Time(h -------------------------------------------------------------------- +m)- Volume Ac� Q(CFS) 2.5------- 5_0-------- �5 0+ 5 - -- 0.0014 -- - -0 0.21 Q - - - -- -10.0 0 +10 0.0030 0.22 Q 0 +15 0.0037 0.11 Q- 0+20 0.0044 0.10 Q I. 0 +25 0.0051 0.10 Q 0 +30 0.0061 0.15 Q 1 V V v v V v v V V VI I V V V V Q I V Q I v Q Q.I Q � V V V VV VI V V V 1 0 +35 0 +40 0.0075 0.0089 0.20 0.21 Q Q 0 +45 .0.0103 0.21 Q 0 +50 0.0117 0.21 Q 0 +55 0.0132 0.21 QV. 1+ 0 0.'0150 0.26 IQ 1+ 5 0.0171 0.31 IQ 1 +10 0.0193 0'.32 IQ 1 +15 0.0215 0.32 IQ 1 +20 0.0237 0.32 IQ 1 +25 0.0259 0.32 IQV 1 +30 0.0281 0.32 IQV 1 +35 0.0303 0.32 IQV 1 +40 0.0324 0.32 IQV 1 +45 0.0346 0.32 IQV 1 +50 0.0368 0.3.2 IQV 1 +55 0.0390 0.32 IQ V 2+ 0 0.0416 0.37 IQ V 2+ 5 0.0441 0.37 IQ V 2 +10 0.0467 0.38 IQ V 2 +15 0.0497 0.42 IQ .V 2 +20 0.0526 0.43 IQ V 2 +25 0.0556 0.43 IQ V .2 +30, 0.0585 0.43 IQ V 2 +35 0.0615 0.43 IQ V 2 +40 0.0644 0.43 IQ V 2 +45 0.0678 0.49 IQ V 2 +50 0.0715 0.53 I Q V 2 +55 0.0752 0.54 I Q V 3+ 0 0.0789 0.54 I Q V 3+ 5 0.0826 0.54 I Q V 3 +10 0.0868 0.60 I Q V 3 +15 0.0912 0..64 I Q V 3 +20 0.0957 0.65 I Q V 3 +25 0.1006 0.71 I Q' V 3 +30 0.1062 0.81 I Q V 3 +35 0.1125 0.92 I Q V 3 +40 0.1192 0.98 I Q V 3 +45 0.1264 1.04 I Q 3 +50 .0.1339 1.09 I Q 3 +55 0.1419 1.15 I Q 4+ 0 0.1502 1.20 I Q 4+ 5 0.1589 1.27 I Q 4 +10 0.1683 1.37 I Q, 4 +15 0.1785 1.48 I Q 4 +20 0.1895 1.59 I Q 4 +25 0.2012 1.70 I Q 4 +30 0.2133 1.76 I Q 4 +35 0.2259 1.82 I Q 4 +40 0.2392 1.93 I Q 4 +45 0.2532 2.04 I Q 4 +50 0.2676 2.09 I Q 4 +55 0.2825 2.16 I Q 5+ 0 0.2981 2.26 I Q 5+ 5 0.3160 2.60 5 +10 0.3375 3.12 5 +15 0.3620 3.56 5 +20 .0.3890 3.91 5 +25 0.4190 4.36 I 5 +30 0.4543 5.13 5 +35 0.4785 3.51 5 +40 0.4.874 1.29 I Q 5 +45 0.4902 0.41 IQ 5 +50 0.4923 0.30 IQ 5 +55 0.4944 0.31 IQ 6+ 0 0.4959 0.21 Q 1 V V v v V v v V V VI I V V V V Q I V Q I v Q Q.I Q � V V V VV VI V V V 1 i. . U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05.Fi.le: 32070E3100.out Retention Basin #1 3 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 English (in -lb) Input.Units Used English Rainfall Data._(Inches) Input Values Used English Units used in output format Drainage Area = 3.69(Ac.) = 0.006 Sq. Mi. • Drainage Area for Depth -Area Areal Adjustment = 3.69(Ac.) = 0.006 Sq. Mi. Length along longest watercourse.= 690.00(Ft.) Length along longest watercourse measured to centroid 260.00(Ft.) Length along longest watercourse = 0.131 Mi. Length along longest watercourse measured to centroid = 0.049 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 53.5652 Ft. /Mi. Average Manning's 'N' 0.020 Lag time = 0.033 Hr. Lag time = 1.99 Min. 25% of lag time = 0.50 Min. 40% of lag time = 0.79 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0,00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 3.69 0.70 2.58 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.69 2.20. 8.12 STORM EVENT (YEAR) _ .100.00 Area Averaged 2 -Year Rainfall = 0..700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data:' Area(Ac.) Runoff Index Impervious % 3.690- 32.00 0.800 Total Area Entered = 3.69(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil loui'loss rate (decimal) = 0.260 ----------------------------------------=---------------------- - - - - -- Unit Hydrograp•h DESERT S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs). --------------------------------------------------------------------- Graph % (CFS) . 1 0.083 251.660 50.279 1.870 2 0.167 503.320 41:946 1.560 3 0.250 754.981 6.393 0..238 4 0.333 1006.641 1.382 0.051 Sum = 100.000 Sum= 3.719 - -------=------------------- ---------------------------- -------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.343 0.154 - -- 0.19 2 0.17 1.30 0.343 0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6 0.50 1.80 0.475 0.154 - -- 0.32 7 0.58 1.50 0.396 0.154 - -- 0.24 8 0.67 1.80 0.475 0.154 - -- 0.32 9 0.75 1.80 0.475 0.154 - -- 0.32 10 0.83 1.50 0.396 0.154 - -- 0.24 11 0.92 1.60 0.422 0.154 - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0..581 0.154 - -- 0.43 14 1.17 2.20 0.581 0.154 - -- 0.43 15 1.25 2.20 0.581 0.154 - -- 0.43 16 1.33 2.00 0.528 0.154. - -- 0.37 17 1.42 2.60 0.•686 0.154 - -- 0.53 18 1.50 2.70 .0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154. - -- 0.48 20 1.67 2.70 0.713 0.154 - -- 0.56 21 1.75 3.30 0.811 0.154 - -- 0.72 22 1.83 3.10 0.818 0.154 - -- 0.66 23- 1.92 2.90 0.766. 0.154 - -- 0.61 24 2.00 3.00 0.792. 0.154 - -.- 0.64 25 2.08 3.10 0.818 0.154 - -- 0.66 . 26 2.17 4.20 1.109 0.154 0.95 27 2.25 5.00 1.320 0.154 - -- 1.17 28 2.33 3.50 0.9.24 0.154 - -- 0.77 29 2.42' 6.80 1.795 0.154 - -- 1.64 30 2.50 7.30 1.927 0.154 - -- 1.77 31 2.58 8.20 2.165 0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- .1.40 33 2.75 34 2.83 2.00 1.80 0.528 0.154 - -- 0.475 0.154 0.37 0.32 35 2.92 1.80 - -- 0.475 0.154 0.32 36 3.00 0.60 0.158 0.154.. - -- 0:00 Sum = 100.0 Sum = 20.8 Flood volume = Effective rainfall 1.74(In) times area 3.7(Ac.) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.46(In) Total soil loss = 0.142(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 23261.5 Cubic Feet Total soil loss = 6206.4 Cubic Feet = ----------------- Peak - flow rate of ------ ----------------------------------- this hydrograph = 6.957(CFS) -------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3- H O' U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ---------------- Time(h +m) -----------=----------------------------------------------------------- - ---------- Volume Ac.Ft =---------------------------------------- Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0024 0.35 VQ 0 +10 0.0069 0.65 V Q 0 +15 0.0110 0.59 V Q 0 +20 0.0159 0.12 IVQ 0 +25 0.0219 0.87 IV Q 0 +30 0.0291 1.04 I V Q 0 +35 0.0361 1.02 I V Q' 0 +40 0.0435 1.07 I VQ I I I 0 +45 0.0516 1 -17 I VQ 0 +50 0.0587 1.04 i 0 +55 • 0.0654 0.97 QV 1+ 0 0.0730 1.09 QV 1+ 5 0.0824 1.37 I QV 1 +10 0.0931 1.55 Q 1 +15 0.1040 1.•58 1 +20 0.1142 1.49 I Q� V 1 +25 0.1260 1.70 i QQ VV +30 0.1396 1.99 1 1 +35 0.1528 1.91 I Q IV 1 +40 0.1663 1.95, I Q I V 1 +45 0.1825 2.35. I QI V .I 1+50 0.1998 2.52 V 1 +55 0.2162 2.38 I QI V I 2+ 0 0.2323 2.34 QQ1 VV 2+ 5 .0.2490 2.42 i I 2 +10 0.2697 3.00 Q V I 2 +15 0.2963 3.86 I I Q I V I 2 +20 0.3205 3.52 I. I. Q I V I 2 +25 0.3522 4.60 I I Q I V I 2 +30 0.3943 6.12 Q V 2 +35 0.4422 6.96 I I .I Q I V 2 +40 0.4854 6.27 I I I Q I V 2 +45 0.5092 3.46 I I Q I I V 2 +50 0.5204 1.62 I Q. I I I V I. 2 +55 0.5291 1.26 I Q I I I VI • 3+ 0 0.5332 0.60 I Q I I I VI 3+ 5 0.5339 0.10 Q I I I VI 3 +10 0.5340 0.02 Q I , I VI 3 +15 ----------------------------------------------------------------- 0.5340 0.00 Q I I I - - - V - -- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright'(c) CIVILCADD /CIVILDESIGN, 1989 _ 2001 Study date: 0.7/28/05 --------------------------------------------------------------------- Retention Basin #2 100 -year storm event, 24 -hour duration MDS.Consulting; Irvine, CA - SIN ..841 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: b124100.rte * *** ** * * * * ** * ** * *** * * ** * * * * *HYDROGRAPH DATA * * * * * * * ** * *** ** * ** * * * * * * **** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.580 (CFS) Total volume = 0.289 (Ac.Ft) Status of hydro.graphs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth-outflow-storage-data Total number of inflow hydrograph intervals = 290 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Graph values: 'I-'= unit inflow; 'O'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth ---------------------------------------------------7---------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.031 0.037 0.031 0.031 2.000 0.062 0.038 0.062 0.062 3.000 0.093 0.039 0.093 0.093 4.000 0.123 0.040 0.123 0.123 5.000 0.154 0.041 0.154 0.154 6.000 0.185 0.042 0.185 0.185 7.000 0.215 0.043 0.215 0.215 8.000 0.243 0.044 0.243 0.243 9_000 0.045 0.265 0.265 Y - -- - -----------------------------------------=--------------------- - - -- -0_265 Hydrograph Detention Basin Routing - - - - -- Graph values: 'I-'= unit inflow; 'O'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.29 0.44 0.58 (Ft.) 0,.083 0.02 0.00 0.000 0 I I I I 0.00 0.167 0.03 0.00 0.000 OI 0.250 0.03 0.00 0.000 OI i i I I 0.01 0.333 0.04 0.00 0.001 0 I. I I I I 0.02 0.417 0.05 0.00 0.001 0 I ( I I I 0.03 0.500 0.05 0.00 0.001 0 I ( I I I 0.04 0.583 0.05 0.00 0.002 0 I I I I I 0.05 0.667 .0.05 0.00 0.002 0 I I I I I 0.06 0.750 .0.05 0.00 0.002 0 I I I I I 0.07 0.833 0.06 0.00 0.003 0 I 0 -08 0.917 0.06 0.00 0.003 0 I I I I I 0.10 1.000 0.06 0.00 0.003 0 I I I I I 0.11 1.083 0.06 .0.00 0.004 0 I I I I 0.12 1.167 0.0.5 0.00 0.004 0 I 1.250 0.05 0.01 0.004 .0 I I I I I 0.14 1.333 0.05 0.01 0.005 0 I I I I I 0.15 1.417 0.05 0.01 0.005 0 I I I I I 0.16 1.500 0.05 0.01 0.005 0 I I I I I 0.17 1.583 0.05 0.01 0.006 0 I I I I I 0.18 1.667 0.05 0.01 0.006 0 I 1.750 0.05 0.01 0.006 0 I I I I I 0.20 1.833 0.06 0.01 0.006 0 I 1.917 0.06 041 0.007. 0 I I I I I 0,22 2.000 0.06 0.01 0.007 0 I I I I I 0.23. 2.083 0:06 0.01 0.008 0 I I I I I 0.25 2.167 0.06 0.01 0.008 0 I ( I I I 0.26 2.250 0.06 0.01 0.008 0 I 2.333 0.06 0.01 0.009 0 I I I I 0.28 2.417 0.06 0.01 0.009 0 I I I I 0,29 2.500 0.06 0.01 0.009 0 I 2.583 0.07 0.01 0.010 0 I I I I I 0.32 2.667 0.08 0.01 0.010 0 I I I I I 0.33 2.750 0.08 0.01 0.011 0 I I I I I 0.3.5 2.833 0.08 0.01 0.011 0 I 2.917 0.08 0.01 0.012 0 I I I I I 0.38 3.000 0.08 0.01 0.012 0 I I I I I 0.39 3.083 0.08 0.02 0.013 0 I I I I I 0.41 3.167 0.08 0.02 0.013 0 I I I I I 0.42 3.250 0.08 0.02 0.014 0 I I I I 0.44 3.333 0.08 0.02 0.014 0 I I I I 0.45 3.417 0.08 0.02 0.014 0 I I I I 0.46 3.500 0.08 0.02 0.015 0 I I I I. 0.48 3.583 0.08 0.02 0.015 IO I I I I 0.49 3.667 0.0.8 .0.02 0.016 IO I I I_ I 0.51 3.750 0.08 0.02 0.016. IO I I I I 0.52 3.833 0.09 0.02 0.017 IO I I I I 0.53 3.917 0.10 0.02 0.017 IO I I I I I 0.55 4.000 0.10 0.02 0.018 IO I I I I I 0.57 4.083 0.10 0.02 0.018 IO I I I I I 0.58 4.167 0.10 0.02 0.019 IO .I I I I I 0.60 4.250 0.10 0.02 0.019. IO I I I I I 0.62 4.333 0.11 0.02 0.020 IO I I I 0.63 4.417 0.11 0.02 0.020 IO I I I I I 0.65 4.500 0.11. 0.02 0.021. IO I I I I I 0.67 4.583 0.11 0.03 0.021 10 I I I I I 0.69 4.667 0.11 0.03 0.022 10 I I I I 0.71 4.750 0.11 0.03 0.023 10 I I I I 0.73 4.833 0.12 0.03 0.023 IO I I I ( I 0.75 4.917 0.13 0.03 0.024 IO II I I I 0.77 5.000 0.13 0.03 0.025 10 Il I I I 0.79 5.083 0.11 .0.03 0.025 IO I I I I I 0'.81 5.167 0.10 0.03 0.026 IO I I I I I 0.83 5.250 0.10 0.03 10.026 10 I 1 0.85 5.333. 0.11 0.03 0.027 IO I I I I I 0.86 5.417 0.11 0.03 0.027 IO I I I I 0.88 5.500 0.11 '0.03 0.028 IO I I I I I 0.90 5.583 0.12 0•.03 0.028 IO I I I I I 0.91 5.667 0.13 0.03 0.029 IO II I I I 0.93., 5..750 0.13 0.04 0.030 IO II. I I I 0.96 5.833 0.13 0.04 0.030 IO II I I I 0.98 5.917 0.13 0.04 0.031 10 II I I I 1:00 6.000 0.13 0'.04' 0.032 I'0. II I I I 1.02 6.083 0.14 0.04 0.032 10 II I I I 1.04 6.167 0.14 0.04 0.033 10 II I I I 1.06 6.250 . 0.15 0.04 0.034 10 I I I I 1.09 6.333 0.15 0.04 .0.034 I 0 I' (. I I 1.11 6.417 0.15 0.04 0.035 10 I I I I 1.13 6.500 0.15 0.04' 0.036 10 I I I I 1.16 6.583 0.15 0.04 0.037 10 I .. I I I 1.18 6.667 0.16 0.04 0.037 1.0 I I I I 1.21. 6.750 0.16 0' "04 0.038 10 I I I I 1.24 6.833 0.16 0.04' 0.039 10 I ) I I 1.26 6.917 0:16 0.04 0.04.0 I O I I I I 1.29 7:000 0.16 0.04 0.041 10 I I I I 1.32 7.083 0.16 0..04 0.042 10 I I I I 1..35 7.167 0.16 0.04 - 0.043 10 I I I I 1.37 7.250 0.16 0.04 0.043 I O I I I I 1.40 7.333 0.08 0.04 0.044 I 0 I I I I I 1.42. 7.417 .0.02 0.04 0.044 IIO I I I I 1.42 7.500 0.01 0.04 0.044 I 0 I I I I 1.42 7.583. 0.02 0.04 0:044 IIO I I I I 1.41 7.667 0.03 0.04 0.044 IIO I I I' I 1.41 .7.750 0.04 0.04 .0.044 I O I I I I 1.41 7.833 0.05. 0.04 0.044 10 I I I I -1.41 7.917 0.06 0.04 0.044 I OI I I I I 1.42 • 8.000 0.06 0.04. 0.044 I OI I I I I 1.42 . 8'.083 . 0.09 0.04 0.044 10 I I I I I 1.43' 8.167 0.10 0.04 0.045 I 0 I. I' I I I 1.44 8.250 0.11 0.04 0.045 10 I I I I I 1.46 8.333 .0.11 0.04 0.046 I.0 I I I I I 1.47 8.417 0.11 0.04 0.046 10 I I I I I 1.49 8..500 0.11 0.04 0.047 10 I I I I I 1.51 8.583 0..12 0.04 0.047 10 I I I I I 1.52 8.667 0.13 0.04 0.048 10 II. I I I 1.54 8.750 0.14 0.04 0.049 10 II I I I .1.57 8.833 0.15 0.04 0.049 I O I I I I 1.59 8.917. 0.16 0.04 0.050 10 I I I I .1.61 9.000 0.16 0.04 0.051 10. I I I I 1.64 9.083 0.19 0.04 0.052 10 I I I I I .1.67 9.167 0.20 0.04 0.053 10 I I I I. I 1.71 9.250 0.21 0.04 0.054 10 I I I I I 1.74 9.333 0.22 0.04. 0.055 I O I I I I I 1.78 9.417 0.23 0.04 0.057 10 I I I I I 1.82 9.500 0.23 0.04 0.058 10 I I I I I 1.87 9.583 0.25 0..04 0.059 10 I I I I I 1.91' 9.667 0.25 0.04 0.061 10 I I I I I. 1.96 9.750 0.26 0.04 0.062 ( 0 I I I I I e 2.01 9.833 0.27 0.04 0.064 10 I I I I I 2.06 9.917 0.28 0.04 0.065 10 I II I I 2.11 10.000 0.28 0.04 0.067 I O I II I I 2.16 10.083 0.20 0.04 0.068 10. I I I I I 2.21 10.167 0.14 0.04 0.069 10 II I I I 2.24 10.250 0.13 0.04 0.070 I 0 II ( I I 2.26 10.333 0.13 0.04 0.071 I 0 II I I.. I 2.28 10.417 0.13 0.04 0.071 10 II I I I 2.30 10.500 0.13 0.04 0.072 10 II I I I 2.32 10.583 0.20 0.04 0.073 0 I I I I 2.35 10.667 '0.24 0.04 0.074 10 I I I I I 2.39 10.750 0.25 0.04 0.076 10 I I I I I 2.44` 10.833 0.25 0.04 0.077 10 I I I I I 2.48 10.917 0.25 0.04 0.078 10 1 I I I I 2.53 • 11.000 11.083 0.25 0.24 0.04 0.04 0.080 0.081 11.167 0.23 0.04 0.083 11.250 0.23 0.04 0.084 11.333 0.23 0.04 0.085 11.417 0.23 0.04 0.087 11.50.0 0.23 0.04 0.088 11.583 0.21- 0.04 0.089 11.667 0.19 0.04 0.090 11.750 0.19 0.04 0.091 .11.833" 0.20 0.04. 0.092 11.91 "7 0.21 0.04 0.094 12.000 0.22 0.04 0.095 12,.083 0.30 0.04 0.096 12.167 0.36 0.04 0.098 12.250 0. "37 0.04 0.101 12 . 3.33 ' 0.38 0 . 04 0.103 12.417 0.39 0.04 0.105 12.500 0.40 0.04 0.108 12.583 0.42 0.04 .0.110 12 ".667 0.44 0.04 0.113 12.750 0.44 0.04 0.116 12.833 0.45 0.04 0.119 12.917 0.46 0.04 0.121 13.000 0.47 0.04 0.124 13.083..." 0.53 .0.04 0.128 13.167 .0.57. 0.04 0.131 13.250 0.58 0.04 0.135 13.333 0.58 0.04 0.138 13.417 0.58 0.04 0.142 13.500 0.58 0.04 0.146 13.583 0.45 0.04 0.149 13'.667 0.35 0.04 0.152 13.750 0.34 0.04 0:154 13.833 0.34 0.04 0.156 13..917 0.34 0.04 0.158 14.000 0.35 0.04 0.160 14.083 0.40 0.04 0.162 .14.167 0.43 0.04 0.165 14.250 0.43 0.04, 0.167 14.333 0.42 0.04 0.170 14.417 0.42 0.04 0.173 14.500 0.42 0.04 0.175 14.583 0.42 0.04 0.178 14.667 0.42 0.04 0.180 14.750 0.42 0.04 0.183 14.833 0.41 0.04 0.186 14.917 0. 40 0.04 0.188 15.000 0.40 0.04 0.191 15.083 0.39 0.04 0.193 15.167 0.38 0.04. 0.195 15.250 0.38 0.04 0.198 15.333 0.37 0.04 0.200 15.417 0.36 0.04 0.202 15.500 0.36 0.04 0.204 15.583 0.31 0.04 0.206 15..667 0.28 .0.04 0.208 15.750 0.27 0.04 0.210 15.833 "0.27. 0.04 0.211 15.917 0.28 0.04 0.213 16.000. 0.28 0.04 0.214 16.083 0.16 0.04 '0 ".216 16.167 0.08 0.04 0.216 "16.250 0.06 0.04 0.216 16.333 0.06 0.04 0.216 16.417 0.06 0.04 0.211 0 0 0 O O O O O 0 O O O" 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 O 0' O 0 O O 0 O 0 0 O 0 0 0 O O O O 0 O 0 O O O O O O O O O O 0 O 0 0 I OI OI OI I I I I I I I I I I I I I I I I I I I I I I I I I II I I II II �I I I I I I I I I I I I I I I I I I I 2 I I I I I I I � II II II II 2.58 2.62 2.66 2.71, 2.75 2.79 2.83 2.88 2.91 2 : 95 2:98 3.02 3.06 3.11 3.18. 3.25 3.33' 3.41 3.49 3.58 3.67 3.76 3.85 3.95 4.05 4.15. 4.26 4.3.8 4.50 4.62 4.74' 4.84 4.92 4.99 5.06 5.13 5.19 5.27 5.35 5.43 5.52 5.60- 5.69 5.77' 5.85 5.94 6.02 6.10 6.19 6.27 6.34 6.42 6.50 6.57 6.64 6.71 6.77 6.82 6.87 6.93 6.98 7.02 7.04 7.05 7.05' 7.06 lJ .7 • 16.500 0.06 0.04 0.217 I OI 16.583 0.06 0.04 0.217 I OI 16.667 0.05 0.04 0.217 1 0 16.750 0.05 0.04 0.217 I 0 16.833 0.05 0.04 0.217 1 0 16.917 0.05 0.04 0.217 I 0 17.000 0.05 0.04 0.217 I 0 17.083 0.07 0.04 0.217 I OI '17.167 0.08 0.04 0.217 I 0 I 17.250 0.08 0.04 0.218 I 0 I 17.333 0.08 0,04. 0.218 1 0 I 17.417. 0.08 0.04 0.218 1 0 I 17.500 0.08 0.04_ 0.218 I 0 I 17.583 0.08 .0.04 0.219 0 I 17.667 0.08 0.04 0.219 1 0 I 17.750 0.08 0.04 0.219 I O I 17.833 0.07 0.04 0.219 I OI 17.917 0.07 0.04 0.220 I OI 18.000 0.06 0.04 0.220 OI 18.083 0.06 0.04 0.220 OI 18.167 0.06 0.04 0.220 I OI 18.250 0.06 0.04 0.220 I OI 18.333 0.06 0.04 0.220 OI 18.417 0.06 0.04 0.220 OI 18.500 0.06 0.04 0.221 OI 18.583 0.06 0.04 0.221 OI 18.667 0.05 0.04 0.221 0 18.750 0.05 0.04 0.221 I 0 18.833 0.04 0.04 0.221 I 0 18.917 0.03 0.04 .0.221 IIO 19.000 0.03 0.04 0.221 IIO 19.083 0.04 0.04 0.221 1 0 19.167 0.05 0.04 0.221 I 0 19.250 0.05 0.04 0.221 0 19.333 0.06 0.04 0.221 OI 19.417 0.06 0.04 0.221 01 19.500 0.06 0.04 0.221 I OI 19.583 0.06' 0.04 0.221 I OI 19.667 0.05 0.04 0.221 0 19.750 0.05 0.04 0.221 0 19.833 0.04 0.04 0.221 0 19.917 0.03 0.04 0.221 JIO 20.000 0.03 0.04 0.221 JIO 20.083 0.04 0.04 0.221 I 0 20.167 0.05 0.04 0.221 I 0 20.250 0.05 0.04 0.221 I 0 20.333 0.05 0.04 .0.221 I 0 20.417 0.05 0.04 0.221 I 0 20.500 0.05 0.04 0.221• I 0 20.583 .0.05 0.04 0.221 0 20.667 0.05 0.04 0.221 0 20.750 0.05 0.04 0.221 0 20.833 0.04 0.04 0.221 0 .20.917 0.03 0.04 0.221 110 21.000 0.03 0.04 0.221 JIO 21..083 0.04 0.04 0.221. I 0 21.167 0.05 0.04 0.221 I 0 21.250 0.05 0.04 0.2.21 I 0 21.333 0.04 0.04 0.221 10. 21.417 0.03 0.04 0.221 JIO 21.500 0.03 0.04 0.221 JIO 21.583 0.04 0.04 0.221 I 0 21.667 0.05 0.04 0.221 I 0 21.750 0.05 0.04 0.221 I 0 21.833 0.04 0.04 0.221 0 21.917. 0.03 0.04 0.221 JIO `v 1a 7.06 7.07 7.07 7.07 7.07 7.07 7.08 7.08 7.09 7.09 7.10 7.11 7.12 7.13 7.14 7.15 7.16 7.16 7.17 7.18 7.18 7.19 7.19 7.20 7.20 7.21 7.21 7.21 7.21 7.21 7.20 7.20 7.20 7.20 7.21 7.21 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 7.22 t****** * * *** * * * ** * * ** * * * * * **HYDROGRAPH DATA ** * ** * * * ** * * * * ** * *** * * * * * * ** Number of intervals'= 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.043 (CFS) Total volume = 0.070 (Ac.Ft) Status of hydrographs being held in storage. Stream 1 Stream,2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 01.000. 0.000 Vol (Ac.Ft) 0.000 0.000 0:000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------- - - - - -- J 22.000 22.083. 0.03 0.04 0.04 0.04 0.221 0.221 IIO 10 I I I I I I 7.21 I 7,21 22.167 0.05 0.04 .0.221 I O I I I I 7.21 22.250 .0.05 0.04 0.22.1 10 I I I I 7,21 22.333 0.04 0.04 0.221 10• I I I. I 7:21 . 22.417 0.03 0.04 0.221 IIO I I I I 7.21 22.500 0.03 0.04 0.221 IIO I I I I .7.21 22.583 0.03 0.04 0.221 IIO I I I I 7.21 22.667 0.03 0.04 0.221 IIO I I I I 7.20 22.750 0.03 0.04 0.221 IIO I I I' I 7.20 22.833 0.03 0.04 0.221 IIO I I I I 7.20 22.917 0.03 0.04 0.221 IIO I I I I 7.20 23.000 0.03 .0.04 0.220 IIO I I I I 7.19 23.083 0.03 0.04 0.220 IIO I I I I 1.19 23.167 0'.03 0.04 0.220 IIO I I. I I 7.19 • 23.250 0.'03 0.04 0.220 IIO I I I I 7.19' 23.333 0.03 0.04 0.220 IIO I I I I " 7.18 23.417 0.03 0.04 0.220 IIO I I I I 7.18 23.500 0.03 0.04' 0.220 IIO I I I I 7.18 23.583 0.03 0.04 0.220 IIO I I I I 7.18 23.667 0.03 0.04 0.220 IIO I I I I 7.17 23.750 0.03 0.04 0.220 IIO I I I I 7,17 23.833 0.03, 0:04 0.220 IIO I I I I 7.17' 23.917 0.03 0.04 0:220 IIO I I I I 7.16 24.000 0.03 0.04 0.220 IIO I I I I 7.16. 24.083 0.01 0.04 0.219 I 0 I I I I` 7.16 24.167 0.00 0.04 0.219 I 0 I I I I 7.15 24.250 0.00 0.04 0.219 I 0 I I I I 7.14 . I Remaining water in basin = 0.22 (Ac.Ft) t****** * * *** * * * ** * * ** * * * * * **HYDROGRAPH DATA ** * ** * * * ** * * * * ** * *** * * * * * * ** Number of intervals'= 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.043 (CFS) Total volume = 0.070 (Ac.Ft) Status of hydrographs being held in storage. Stream 1 Stream,2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 01.000. 0.000 Vol (Ac.Ft) 0.000 0.000 0:000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------- - - - - -- J L J • U n i t' H y d r o g r a p h A n a 1' y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: b124100.out Retention Basin #2 24 -hour duration, 100 -year storm event ++++.+++++++++++++++++++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------- - ---------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC &.WCD Manual date - April 1978 Program License Serial Number 4027 English, (in-lb) Input Units Used' English Rainfall Data (Inches) Input Values Used English Units used in output format - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - Drainage Area = 1.20(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 1.20(Ac.) 0.002 Sq. Mi. Length .along longest watercourse = 450.00(Ft.) Length along longest watercourse measured to centroid = 300.00(Ft.) Length along longest watercourse .0.085 Mi. Length along longest watercourse measured.to centroid 0.057 Mi. Difference in elevation 6.50(Ft.) Slope along watercourse = 76.2667 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.67 Mina 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time = 5.00 Min Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 1.20 1.40 1.68 100 YEAR Area rainfall data. Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 1.20 4.50 5.40 STORM EVENT (YEAR) = 100.00 • Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 Adjusted average .point rain = 4.500(In) Sub -Area Data: .Area(Ac.) Runoff Index Impervious % 1.200 32.00 0.800. Total Area Entered = 1.20(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate. Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 .0.154 Sum- (F) '= 0.154 . Area averaged mean soil loss (F) (In /Hr) = 0.154. Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low - ----------------------------------------------- loss rate (decimal) = 0.260 - -------------------- U n i t H y.d r o g r a p h DESERT S =Curve Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 299.844 56.127 0.679 2 0.167 599.689 38.758 0.469 3 0.250 899.533 5.115 0.062 ----------------------------------------------------------------------- Sum = 100.000 Sum= 1.209 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 0.25 0.07. 0.036 0.272 0.009 0.03 4 '0.33 0.10 0.054 0.271 0.014 0.04 5 0:42 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0.58 0.10 0.054 0.267 0.014 0.04 8 0.67' 0.10 0.054 0.266 0.,014 0.04 9 0.75 0.10 0.054 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0.019 0.05 11 0.92 0.13 0.072 0.263 0.019 0.05 12 1.00 0.13 0.072 0.262 0.019 0.05 13 1.08 0.10 0.054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 0.04 15 1.25 0.10 0.054 0.259 0..014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257 0.014 0.04 18 1.50 0.10 0.054 0.256 0.014 0.04 19 1.58 0.10 0.054 0.255 0.014 0.04 20 1.67 0.10 0.054 0.254 0.014 0.04 21 1.75 0.10 0.054 0.253 0.014 0.04 22 1.83 0.13 0.072 0.252 0.019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072 0.249 0.019 0.05 26 2.17 0.13 '0.072 0.248 0.019 0.05 27 2.25 0.13 0.072 0.247 0..019 0.05 28 2.33 0.13 0.072 0.246 0.019 0.05 29 2.42 0.13 0.072 0.245 0.019 0.05 30 2.50 0:13 0.072 0.244 0.019 0.05 31 2.58 0.17 0.090 0.243 0.023 0.07 32 2.67 0.17-, 0.090 0.242 .0.023 0.07 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0.240 0.023 0.07 35 2.92 0.17 0.090 0.239 0.023 36 3.00 0.17 0:090 0.238 0.023 .0.07 0..07 37 3.08 0.17 0.090 0.237 0.023 0.07 38 3.17 0.17 0.090 0.236 0.023 0.07 39 3.25 0.17 0.090 0.235 0.023 0.07 40 3.33: .0.17 0.090 0.234 0.023 0.07. 41 3.42 0.17 0.090 0.233 0.023 0. "07 42 3.50 0.17 0.090 0.232 0.023 0.07 43 3.58 0.17 0.090 0.231 0.023 0.07. 44 3.67 0.17 0.090 0.230 0.023 0.07 45 3.75 0.17 0.090" 0.229 0.023 0.07 46 3.83 0.20 0.108 0.228 0.028 0.08 47 3.92 0.20 0.108 0.227 0.028 0.08 48 4:00: 0.20 0.108 0.226 ".. 0.028 0.08 49 4.08 0.20 0.108 0.225 0.028 0.08" 50 4.17 0.20 0.108 0.224 0.028 0.08 51 4..25 0.20 0.108 0.223 0 -028 0.08 52 4.33 0.23 0.126 0.222 0.033 0.09 53 4.42 0.23 0.126 0.222 0.033 0.09 54 4.50 0.23 .0.126 0.221 0.033 0.09 55 4.58 0.23 0.126 0.220 0.033 0.09" 56 4.67 0.23 0.126 0.219 0.033 0.09 57 4.75 0.23 0.126 0.218" 0.033 0..09 58 4.83 0.27 0.144 0.217 0.037 0.11 ..59 4.92 0.27 .0.144 0.216 0:037 0.11 - 5.00 0.27 0.144 0.215 0.037 0.11 61 5.08 0.20 0.108 0.214 0.028 0.08 62 5.17 0.20" 0.108 0.213 0.028 0.08" 63 5.25 0.20 0.108 0.212 0.028 0.08 64 65 5.33 5.42 0.23 0.23 0.126 0.126 0.211 0.210 0.033 0.033 0.09 0.09. 66 5.50 0.23 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0.208 0.037 0.11 68 5.67 0.27 0.144 0.208 0.037 0.11 69 5.75 0.27 0.144 0.207 0.037 0.11 70 5.83 0.27 0.144 0.206 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 .72 6.00 0.27 0.144 0.204 0.037 0.11 73 .6.08 0.30 0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 0.042 0.12 75 6.25 0.30 0:162 0.201 0.042 0.12 76 6.33 0.30 0.162 0.200 0.042 0.12 77 6.42 0.30 0.162 "0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13. 80 6.67 0.33 0.180 0.197 0.047 0.13 81 6.75 0.33 0.180 0.196 0:047 0.13 82 6.83 0.33 0:180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.194 0.047 0.13 " 84 7.00 0.33. 0.180 0.193 0.047 0.13 85 7.08 0.33 0.180 0.192 0.047 0.13 86 7.17 0.33 0.180 0.191 0.047 0.13 87 7.25 0.33 0.180 0.191 0.047 0.13 88 7:33 0.37 0.198 0.190 - -- 0:01 89 •7.42 0.37 0.198 0.189 - -- 0.01 90 7.50 0.37 0.198 .0.188 - -- 0.01 . 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67 0.40 0.216 0.186 - -- 0.03 93 7.75 0.40 0.216 0.185 0.03 • 94 7.83 0.43 0.234 0.184 =__ 0.05 95 7.92 0.43 0.234 0.184 0.05 96 8.00 0.43 0.234 0.183 - -- 0.05 97 8.08 0.50 0.270 0.182" - -- 0.09 98 8.17 0.50 0.270 0.181. - -- 0.09 99 8.25 0.50 0.270 0.180 - -- 0:09 100 8.33 0.50 0.270 0.179 - -- 0.09 101 8.42 0.50 0.270 0.179 0.09 102 8.50 0.50 0.270 - -- 0.178 •0.09 103 8.58 0.53 0.288 0.177 0.11 104 .8.67 0.53 0.288 0.176 - -- 0.11 105 "8.75 0.53 0.288 0.175 - -- 0.11 106 8.83 0.57 0.306 .0.174 - -- 0.13 10.7 8.92 0.57 0.306 0.174 - -- 0.13 108 9.00 0.57 0.306 0.173 - -- 0.13 109 9.08. 0.63 0.342 0.172 - -- 0.17 110 9.17 0.63 0.342 0.171 - -- 0.17. .111 9.25 0.63 0.342 0.170 - -- 0.17 112 9.33 0.67 0.360 0.169 - - -.. 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 9.50 0.67 0.360. 0.168 - -- 0.19 115 9.58 0.70 0.378 0.167 -- 0.21 116 9.67 0.70 0.378 0.166 - -- 0.21 117. 9.75 0.70 0.378 0.165 - -- 0.21 ..118 9.83 0.73 0.396 0.165 - -- 0.23 119 9.92 0.73 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396 0.163 - -- 0.23 121 10.08• 0.50 0.270 0.162 - -- 0.11 122 10.17 0.50 0.270 0.162 - -- 0.11 123 10.25 0.50 .0.270 0.161 - -- 0.11 124 10.33 0.50 0.270 0.160 - -- 0.11 125 10.42 0.50 0.270 0.159 - -- 0.11 126 10.50 0.50 ,0.270 0.158 - -- 0.11 127 10.58 0.67 0.360 0.158 - -- 0.20 128 10.67 0.67 0.360 0.157 - -- 0.20 129' 10.75 0.67 0.360 0.156 - -- 0.20 130 10.83 '.0.67 0.360 0.155 0.20 • 1 13.10.92 0..67 0.360 0.155 =_= 0.21 132 11.00 0.67 0.360 0.154 0.21 133 11.08 0.63 0.342 0.153 - -- 0.19 134 11.17 0.63 0.342 0.152 - -- 0.19 135 11.25 0.63 0.342 0.152 - -- 0.19 136 11.33 0.63 0.342 0.151 - -- 0.19 137 11.42 0.63 0.342 0.150 - -- 0.19 138 11.50 0.63 0.342 0.149 - -- 0.19 .139 11.58 0.57 0.306 0.149 - -- 0.16 140 11.67 0.57 0.306 0.148 - -- 0.16 141 11.75 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12:00 0.60 0.324 0.145 - -- 0.18 145 12.08 0.83 0.450 0.144 - -- 0.31. 146 12.17 0.83 0.450 0.143 - -- 0.31 147 12.25 0.83 0.450 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - -- 0.33 1.50 12.50 0.87 0.468 0.141 - -- 0.33 151 12.58 0.93. 0.504 0.140 - -- 0.36 152 12.67 0.93 0.504 0.139 N -- 0.36 153 12.75 0.93 0.504 0.138 - -- 0.37 154 12.83 0.97 0.522 0.138 - -- 0.38 155 12.92 0.97 0.522 0.137 - -- 0.38 156 13.00 0.97 0.522 0.136. - -- 0.39 157 13.08 1.13 0.612 0.136 - -- 0.48 158 13.17 1.13 0.612 0.135 - -- 0.48 159 13.25 1.13 0.612 0.134 0.48 160 13.33 1.13 0.612 __= 0.134 0.48 161 13.42 1.13 0.612 0.133 - -- 0.48 162 13.50 1.13 0.612 0.132 - -- 0.48 163 13.58 0.77 0.414 0.132 - -- 0.28 164 13.67 0.77 0.414. 0.131 - -- 0.28 165 13.75 0.77 0.414 0.130 - -- 0.28 166 13.83 0.77 0.414 0.130 - -- 0.28 . 167 168 13.92 14.00 0.77 0.77 0.414. 0.414 0.129 0.128 = -_ .0: 29 0.29 169 14.08 0.90 0.486 0.128 0.36 170 14.17 0.90 0.486 0.12.7 - -- 0.36 171 14.25 0.90 0.486 0.126 - -- 0.36 172 14.33 0.87 0.468 0.126 - -- 0.34 173 14.42 0.87 0.468 0.125 - -- 0.34 174 14:50 0.87 0.468 0.124 - -- 0.34 .175 14.58 0.87 0.468 0.124 - -- 0'.34 176 14.67 0.87 0.468 0.123 - -- 0.34 177 14.75 0.87: 0.468 0.123 - -- 0.35 178 14.83 0.83 .0.450 0.122 - -- 0.33 179 14.92 0.83 0.450 0.121 - -- 0.33 180 15.00 0.83 0.450 0.121 - -- 0.33 181 15.08 0.80 0.432 0.120 - -- 0.31 182 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- 0.31 184 15.33 0.77 0.414 0.118 - -.- 0.30 185 15.42 0.77 0.414 0.118 - -- 0.30 186 15.50 0.77 0.414 0.117 - -- 0.30 187 15.58 0.63 0.342 0.116 - -- 0.23 188 15 -0 0.63 0.342 .0:116 - -- 0.23 189 15.75 0.63 0.342 0.115 - -- 0.23 190 15.83 0.63 0.342 0.115 - -- 0.23 191 15.92 0.63 0.342 0.114 - -- 0.23 192 16.00 0.63 0,.342 0.113 - -- 0.23 193 16.08. 0.13 0.072 0.113 0.019 0.05 194 16.17 0.13 0.072 0.112 0.019 0.05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13 0.072 0.111 0.019 _ 0.05 • 197 16.42 0.13 0.072 0.111 0.019 0.05 198 16.50 0.13 0.072 0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16.67 0.10 0.054 0.109 0.014 0.04 201 16.75 0.10 0.054 0.108 0.014 0.04 202 16.83 0.10 0.054 0.108 0.014 0.04 203 16.92 0.10 0.054 0.107 0.014 0.04 204 17.00 0.10 0.054 0.107 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206 17.17 0.17 0.090 '0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 0.07 208 17.33 0.17 0.090' 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090 0:103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 214 17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13 0.072 0.101 .0.019 0.05 216 18.00 0.13 0.072 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.072 0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42 0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0.05 223 18.58 0.10 0.054. 0.097 0.014 0.04 224 18.67 0.10 0.054. 0.097 0.014 0.04 225 18.75 0.10 0.054 0.096 0.014 0.04 226 18.83 0.07. 0.036 0.096 0.009 0.03 227 18.92 0.07 0.636 0.095 0.009 0.03 228 19.00 0.07 0.036 0.095 0.009 0.03 229 19.08' 0.10 0.054 0.094 0.014 0.04 230 19.17 0.10 0.054 0.094 0.014 0.04 231 19.25 0.10 0.054 0.093 0.014 0.04 232 19.33 0.13 0.072 0.093 0.019. 0.05 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.580(CFS) 233 19.42 0.13 0.072 0.093 0.019 0.05 234 19.50 0.13 0.072 0.092 0.019 0.05 235 19.58 0.10 0..054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 237 19.75 0.10 0.054 0.091 0.014 0.04 238 19.83 0 ".07 0.036 0.090 0.00 "9 0. 03 239 19..92 0.07 0.036 0.090 0.009 0.03 240 20.00 0.07 0.036 0.090 0.009 0.03 241 20.08 0.10 0.054 0.089 0.014 0.04 242 20:17 0.10 0.054 0.089 0.014. 0.04 243 20.25 0.10 0.054 0.089 0.014 0.04 244 20.33 0. 10 0.054 0.088 0.014 0.04 245 20.42 0.10 0.054 0.088 0.014 0.04 246 20'.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0.10 0.054 0.087 0.014 0.04 248 20.67 0.10 0.054 0.087 0.014 0.04 249 20.75 0.10 0.054 0.086 0.014 0.04 250 20.83 0.07 0.036 0.086 0.009 0.03 251 20.92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 0.085 0.009 0.03 253 21.08 0.10 0.054 0.085" 0.014 0.04 254 21.17 0.10 0.054 0.085 0.014 0.04 255 21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 0.009 0.03 257 21.42 0.07 0.036 0.084 0.009 0.03 258 21.50 0.07 0.036 0.083 0.009. 0.03 259 21.58 0.10 0.054 0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 0.04 261 21.75 0.10 0.054 0.082 0.014 0.04 262 21.83 0.07 0.036 0.082 0.009 0.03 263 21.92 0.07 0.036 0.082'"• 0.009 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 0.014 0.04 266 22.17 0.10 0.054 0.081 0.014 0.04 267 22..25 0.10. 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036 0.0'81 0.009 0.03 269 22:42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 271 22.58 0.07 0.036 0.080 0.009, 0.03 272 22.67" 0.07 0.036 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079 0.009 0.03 276 23.00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036 0.079 0.009 0•.03 278 23.17 0.07 0.036. 0.078 0.009 0.03 279 23'.25 0.07 0.036 0.078 0.009 0.03 280 23.33 0.07 0.036 0.078 0.009 0.03 281 "23.42 0.07 0.036 .0.078 0.009 0.03 282 23.50 0.07 0.036 0.078 0.009 0.03 283 23.58 0.07 0.036 0.078 0.009 0.03 284 23.67 0.07 0.036 0.078 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07 0.036 0.077 0.009 0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288 24.00 0.07 0.036 0.077 0.009 0.03 Sum = 100.0 Sum = 34.6 Flood volume = Effective rainfall 2.89(In) times area 1 . 2 (Ac .) / [ (In) / (Ft .) ] = 0 . 3 (Ac . Ft ) Total soil loss = 1.61(In) Total soil loss = 0.161(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 12569.1 Cubic Feet Total soil loss = 7032.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.580(CFS) ! ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ± + +. ± + + + ± + + ++ . 24 - H O U R S T O R M. R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft - Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0001 0.02 Q 0 +10 0.0003 0.03 Q 0 +15 0.0006 0.03 Q 0 +20' 0.0008 0.04 Q 0 +25 0.0012 0.05: Q 0 +30 0.0015 0.05 Q 0 +35- 0.0018 0.05 Q 0 +40 0.0022 0..05 Q 0 +45 0.0025 0.05 Q. .0 +50 0.0029 0.06 Q 0 +55 0.0033 .0.06 Q 1+ 0 ..0.0038 0.06 Q 1+ 5 0.004.2 .0.06 Q. 1 +10 0.0045 0.05 Q 1 +15 0.0048 0.05 Q 1 +20' 0.0052 0.05 Q 1 +25 0.0055 0.05 Q 1 +30 0.0058 0.05 Q 1 +35 0.0062, 0.05 Q 1 +40 0.0065 0.05 Q 1 +45 0.0068 0.05 Q 1 +50 0.0072 0.06 QV 1 +55 0.0077 0.06 QV 2+ 0 0.0081 0.06 QV I I. 2+ 5 0.0086 0.06 QV 2 +10 0.0090 0.06 QV 2 +15 0.0094 0.06 QV 2 +20 0.0099 0.06 QV 2 +25 0.0103 0.06 QV 2 +30 0.0108 0.06 QV 2 +35 0.0113 0.07 QV 2 +40 0.0118 0.08 QV 2 +45 0.0124 0 . 08 . QV 2 +50 0.0129 0.08 QV 2 +55. 0.0135 0.08 QV 3+ 0 0.0140 0.08 QV 3+ 5 0.0146 0.08 Q V 3 +10 0.0152 0.08 Q V 3 +15 0.0157 0.08 Q V 3 +20 0.0163 0.08 Q V 3 +25 0.0168 0.08 Q V 3 +30 0.0174 0.08 Q V. 3 +35 0.0179 0.08 Q V 3 +40 0.0185 0.08 Q V 3 +45 0.0190 0.08 Q V 3 +50 0.0197 0.09 Q V 3 +55 0..0203 0.10 Q V 4+ 0 0.0210 0.10 Q V 4+ 5 0.0217 0.10 Q V 4 +10 0.0223 0.10 Q -,v I. 4 +15. 0.0230 0.10 Q V 4 +20 0.0237 0.11 Q V 4 +25 0.0245 0.11 Q V 4 +30 0.0253 0.11 Q V 4 +35 0.0260. .0.11 Q V 4 +40 0.0268 0.11 Q V • .4 +45 0.0276 0.11 Q V 4 +50 0..0284 0.12 Q V 4 +55 0.0293 0.13 Q V 5 +.0 0.0302 0.13 Q V 5+ 5 0.0310 0.11 Q V 5 +10 0.0316. 0.10 Q V I, 5 +15 0.0323 0.10 Q V 5 +20. 0.0330 0.11 Q V 5 +25 0.0338 0.11 Q V 5 +30 .0.0346 0.11 Q V 5 +35 0.0354 0.12 Q V 5 +40 0.0363 0.13 Q V 5 +45 0.0372 0.13 Q V 5 +50 0.0381 .0.13 Q V 5 +55 0.0390 0.13 Q. V 6+ 0 0.0399 0.13 Q V 6+ 5 0.0408 0.14 Q. V 6 +10 0.0418 0.14 Q V 6 +15. 0.0428 0.15 Q V 6 +20 0.0438 0.15 Q V 6 +25 0.0448 0.15 Q V 6 +30 0.0458 0.15 Q V. 6 +35 0.0469 0.15 Q V 6 +40 0.0480 0.16 Q V 6 +45 0.0491 0.16 Q V 6 +50 0.0502 0.16 Q V 6 +5.5 0.0513 0.16 Q V 7+ 0 0.0524 0.16 Q V 7+ 5 '0.0535 0.16 Q V 7 +10. 0.0546 0.16 Q V 7 +15 0.0557 0.16 Q V 7 +20 0.0563 0.08 Q V 7 +25 0.0564 0.02 Q V 7 +30 0.0565 0.01 Q V 7 +35 0.0566 0.02 Q V 7 +40 0.0569 0.03 Q. V 7 +45 0.0571 0.04 Q V 7 +50 0.0575 0..05 Q V 7 +55 0.0579 0.06 Q V 8+ 0 0.0583 0.06 Q V 8+ 5 0.0589 0.09 Q V 8 +10 0.0596 0.10 Q V 8 +15 0.0604 0.11 Q V 8 +20 0.0611 0.11 Q V 8 +25 0.0619 0.11 Q V 8 +30 0.0626 0.11 Q V 8 +35 0.0635 0:12 Q V 8 +40 0.0644 0.13 Q V 8 +45 0.0654 0.14 Q VI 8 +50 0.0664 0.15 Q VI 8 +55 0.0615 0.16 Q' VI 9+ 0 0.0686 0.16 Q VI 9+ 5 0.0699 0.19 Q VI 9 +10 0.0713 0.20 Q VI 9 +15 0.0727 0.21 Q V 9 +20 0.0742 0.22 Q V . .9 +25 0.0758 0.23 Q V 9 +30 0.0774 0:23 Q V 9 +35 0.0791 0.25 Q V 9 +40 0.0808 0.25 IQ IV 9 +45 0.0826. 0.26 IQ IV 9 +50 0.0845 0.27 IQ IV 9 +55 0.0864 0.28 IQ IV 10+ 0 0.0883 0.28. IQ I V 10+ 5 0.0897 0.20 Q I V 10 +10. 0.0906 0..14. 0 I V • • 10 +15 0.0915 '0.13 Q I V 10 +20 0.0925 0.13 Q I V 10 +25 0.0934 '0.13 Q I V 10 +30 0.0943 0.13 Q I V 10 +35 0.0957 0. 20 Q I V 10 +40 0.0973" 0.24 Q I V 10 +45 0.0990 0.25 Q I V 10 +50' 0.1007 0.25 Q I V I I' 10 +55 0.1024 0.25 Q I V 11+ 0 0.1041 0.25 Q V 11+ 5 0.1.058 0.24 Q I V 11 +10 0.1074 0.23 Q' I V- 11 +15 0.1089 0.23 Q I V 11 +20 0.1105 0.23 Q I V 11 +25 0.1121 0.23 Q I V 11 +30 0.1137 0.23 Q I V 11 +35 0.1152 0.21 Q I V 11 +40 0.1165 0.19 Q I V 11 +45 0.1178 0.19 Q I V 11 +50 0.1192, 0.20 Q I V 11 +55 0.1207 0.21 Q I V 12+ 0. 0.1222 0.22- Q I V I I, 12+ 5 0.1243 0.30 IQ 12 +10 0.1268 0.36 Q I V I 12 +15 0.1293 0.37 IQ I V I 12 +20 0.1320 .0.38- IQ I V I 12 +25 0.1347 0.39 .1QQ VVI 12 +30 0.1374 0.40 i 12 +35 0.1403 0.42 IQ I VI 12 +40- 0.1433 0.44 IQ I VI 12 +45 0.1464 0.44 12 +50 0.1495 0.45 IQQ i V 12 +55 0.1527 0.46 IQ I IV 13+ 0 0.1559 0.47 Q I I� 13+ 5 0.1596 0.53 IQ I IV. 13 +10 0.1635 0.57 I Q I I V 13 +15 0.1675 0.58 I Q I I V 13 +20 0:1715 0.58 V 13 +25 0.1755 0.58 I Q I I V 13 +30 0.1794 0.58 I "Q I I V 13 +35 0.1825 0.45 IQ I. I V 13 +40 0.1850 0.35' IQ I I V 13 +45 0.1873 0.34' IQ I I V 13 +50 0.1897 0.34 IQ V 13 +55 0.1921 0.34 IQ I. I V P 14+ 0 0.1944 0.35 IQ I I V 14+ 5 0.1972 0.40 IQ I I V 14 +10 0.2001 0.43 IQ V 14 +15 0.2031 0.43 IQ I I V 14 +20 0.2060 0.42 IQ V 14 +25 0.2089 0•.42 IQ. I I V 14 +30 0.2118 0.42 IQ 14 +35 0.2146 0.42 I I VI 14 +40 0.2175 0.42 IQ V 14 +45 0.2204 0.42 IQ I I V 14 +50 0.2232 0.41 IQ I I V 14 +55 0.2259 0.40 IQ I I IV 15+ 0 0.2287 0.40. IQ I I IV 15+ 5 0.2313 0.39 IQ I I I V 15 +10 0.2339. 0.38 IQ I I I V 15 +15 0.2365 0.38 IQ I I I V 15 +20 0.2391 0.37 IQ I I I V 15 +25 0.2415 0.36 IQ I I I V 15 +30 0.2440. 0.36 IQ I I I V 15 +35 0.2462 0.31 IQ I I I V 15 +40 0.2481 0.28 IQ I I I V 15 +45 15 +50 _.0.2500 0.2518 0.27 0.27 IQ IQ I I I I I V I I V 1 15 +55 0-.2537 .0..28 IQ I I I V 16+ 0 0.2556 0.28 IQ I I I V 16+ 5 0.2567 0.16 Q I I I V 16 +10 0.2572 0.08 Q I I I V 16 +15 0.2577 0.06 Q I I I V 16 +20 0.2581 0.06 Q I I I V 16 +25 0.2586 0.06 Q I I I V 16 +30 0.2590 0.06 Q I I I V 16 +35 0.2594 0.06 Q I. I I V 16 +40 0.2597 0.05 Q I I I V 16 +45 0.2601 0.05 Q I I I V_ 16 +50 0..2604 0.05 Q I I. I V 16 +55 0.2607 0.05 Q I I I V 17+ 0 0.2611 0.05 Q I I I V 17+ 5 0.2615 0.07 Q I I I U 17 +10 0.2621 0.08 Q I I I V 17 +15 0.2626 0.08 Q I I I V 17 +20" 0.2632 0.08 Q I I I V. 17 +25 0.2637 0:08 Q I I I V 17 +30 0.2643 0.08 Q I I I V 17 +35 0.2649 0.08 Q I I I V 17 +40 0.2654 0.08 Q I I I V 17 +45 0.2660 0.08 Q I I I V. 17 +50 0.2665 0.07 Q I I I' V .17 +55 0.2669 0.07 Q I I I V 18+ 0 0.2674 0.06 Q I I I V 18+ 5 0.2678 0.06 Q I I I V 18 +10 0.2682 0.06 Q I I I V • 18 +15 0.2687 0.06 Q I I I V 18 +20 0.2691 0.06 Q I I I V 18 +25 0.2696 0.06 Q I I I V 18 +30 0.2700 0.06 Q I I I V 18 +35 0.2704 0.06 Q I I I V. 18 +40 0.2707 0.05 Q I I I V 18 +45 0.2711 0.05 Q I I I V 18 +50 0.2713 0.04 Q I I I V 18 +55 0.2716 0.03 Q I I I V 19± 0 0.2718 0.03 Q I I I V 19+ 5 0.2721 •0.04 Q I I I V 19 +10 0.2724 0.05 Q I I I V 19 +15 0.2727 0.05 Q I I I V 19 +20 0..2.731 0.06, Q I I I V 19 +25 0.2736 0.06. Q I I I V 19 +30 0.2740 0.06 Q. I I I V 19 +35 0.2744 0.06 Q I I I V 19 +40 0.2747 0.05 Q I I I V 19 +45 .0.2751 0.05 Q I I I V 19 +50 0.2753 0.04 Q I ( I V 19 +55 0.2756 0.03 Q I I I V 20+ 0 0.2758 0.03 Q I I I V 20+ 5 0.2761 0.04 Q I I I V 20 +10 0.2764 0.05 Q I I I V 20 +15 0.2767 0.05 Q I I I V 20 +20 0.2771 0.05 Q I I I V 20 +25 0.2774 0.05, Q I I I V 20 +30 0.2777 0.05 Q I I I V 20 +35 0.2781 0.05 Q I I I V 20 +40 0.2784 0.05 Q I I I V 20 +45 0.2787 0.05 Q I I I V 20 +50 0.2.790 0.04 Q I I I V 20 +55 0.2792 0.03 Q I I I V 21+ 0 0.2794 0.03 Q I I I V 21 +.5 0.2797 0.04 Q I I I V 21 +10 0.2801 0.05 Q I I I V • 21 +15 21 +20 0.2804 0.2807 0.05 0.04 Q I I Q I I I V I. I V 21 +25 0.2809 0.03 Q I I I V.I. .21 +30 0.2811 0.03 Q I I V 21 +35 0.2814 0.04 Q I I I V.I 21 +40 0.2817 0.05 Q .21 +45 0.2821 0.05 Q I I i V 21 +50 0.2823 0.04 Q I I I VI 21 +55 0.2826 0.03 Q I I I VI 22+ 0 0.2828 0.03 Q I I I. VI 22+ 5 0.2831 0.04 Q 22+10 0.2834 0:05 Q i i i Vi 22 +15 0.2837 0.05 Q I I I VI 22 +20 0.2840 0.04 4 I I I.. VI 22 +25 0.2842 0.03 Q I I I VI 22 +30 0.2844 0.03 Q I I I VI. 22, +35 0.2847 0..03 Q I I I VI 22 +40 0.2849 0.03 Q I I I VI 22 +45 0.2851 ..0.03 Q. I I I VI . 22 +50 0.2853 0.03 Q I I I VI 22 +55 0.2856 0.03 Q 23+ 0 0.2858 0.03 Q I I I VI 23+ 5 0.2860 0.03 Q I I.. I VI 23 +10 0.2862 0.03 Q I I I VI 23 +15 0.2864 0.03 Q I I I VI .23 +20 0.2867 0.03 Q I I I VI 23 +25 0.2869 0.03 Q I I I VI 23 +30 0.2871 0.03 Q I I I VI =23 +35 0.2873: .0.03 Q I I I.. VI 23 +40 0.2875 0.03 Q I I I VI • 23 +45 0.2878 0.03 Q I I I VI 23 +50 0.2880 0.03 Q I, I I VI. 23 +55 0.2882 0:03 Q I I I VI 24+ 0 0.2884 0.03 Q I I I VI 24+ 5 0.2885 0.01 Q I I I VI 24 +10 ----------------------------------------------------------------------- 0.2885 0:00 Q I iI I VI F_ -I L___J • • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: b16100.out Retention Basin #2 6 -hour duration, 100 -year storm event ++++++++++++++++++......+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ±+ Riverside.County Synthetic Unit Hydrology.Method RCFC & WCD Manual date - April 1978 Program'License Serial Number 4027 English .(in -lb) Input Units Used English Rainfall Data.(Inches) Input Values,Used English Units used in output format ---------- ---------------------------------------------------------- Drainage. Area = 1.20(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 1.20(Ac.) _ Sq. Mi. Length along longest watercourse = 450.00(Ft.) Length along longest watercourse measured to centroid = .300.00(Ft.) Length along longest watercourse = .0.085 Mi. Length along longest watercourse measured to centroid = 0.057 Mi. Difference in elevation = 6.50(Ft.) Slope along watercourse = 76.2667 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.67 Min. 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2) 1.20 1.00 1.20 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 1.20 2..50 3.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -.Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: 0.002 Area(Ac.) Runoff Index" Impervious % 1.200 32.00 0.800" Total Area Entered .= 1.20(Ac.) RI RI Infil. Rate-Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. " %) (In /Hr) (Dec.) (In /Hr) 32.0 •52.0 0.552 0.800 0.154 1.000 0.154 Sum (F):= 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss" rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate •------------ - ----- (decimal) = - ----------------------------"---------------------- 0.260 Unit Hyd.rog "raph DESERT .S-Curve - Unit Hydrograph Data } ---------------7----------------------------------------------------- Unit time period Time % of lag Distribution Unit "Hydrograph (hrs) Graph % (CFS) --------------------- - 1 0.083 ------------------------------------------ 299.844 56.127 - - - - -" 0.679 2 .0.167 599.689 38.758 0.469 3 0.250 899.533 5:115 0.062 ------------------"----------"------------------------------------------- Sum = 100.000 Sum= 1.209 Unit Time Pattern Storm Rain Loss "rate(In. /Hr) Effective (Hr.) Percent" (In /Hr) Max Low (In /Hr) - 1 0.08 0.50 0.150 0.154 0.039 0.12 2 0.17 0.60 0.180" 0.154 - -- 0.03 3 0.25 0.60 0.180 0.154 - -- 0.03 4 0.33 0.60 0.180 0.154 - -- 0.03 5 0.42 0.60 0.180 0.154 - -- 0.03 6 0.50 0.70 0.210 0.154 - -- 0.06 7 0.58 0.70 0.210 0.154 - -- 0.06 8 0.67 0.70 0.210" 0.154 - -- 0.06 9 0.75 0.70 0.210 .0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0.06 11 0.92 0.70 0.210• 0.154" - -- 0.06 12 1:00 0.80 0.240 0.154" - -- 0.09 13 1.08 0.80 0.240 0.154 - -- 0.09 14 1.17 0.80 0.240 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 . 16 1.33 0.80 0.240 0.154 - -- 0.09" 17. 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80 0.240 0.154" - -- 0.09 19 1.58 0.80 0.•240 0.154 - -- 0.09 20 1.67 0.80• 0.240 0.154 - -- 0.09 21 1.75 0.80 0.240 0.154. - -- 0.09 22 1.83 0.80 0.240 0.154 - -- 0.09 23 1.92 0.80 0.240 0.154 - -- 0.09 24 2.00 0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.240 0.154 - -- 0.09 26 2.17 0.90 0. "270 0.154 - -- 0.12' 27 2.25 0.90 0.270 "0.154 - -- 0.12 28 2.33 0.90 0.270 0.154 0.12 29 2.42 0.90 0.270 0.154 - -- 0.12 30 2.50 0.90 0.270 0.154 - -- 0.12 31 2.58" 0.90 0.270 0.154 - -- 0.12" 32 2.67 0.90 0.270 0.154 - -- 0.12 33 2.75 1.00 0.300 0.154 - -- 0.15 -34 2.83 1.00 0.300 0.154 - -- 0.15 35 2.92 1.00 0.300. 0.154 0.15 36 . 3.00 1.00 0.300 = -- 0.154 0.15 37 .3.08 1.00 0.300 0.154 0.15 38 3.17 1.10 .0.330 0.154 - -- 0..18 39 3.25 1.10 0.330 .0.154 - -- 0.18 40 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0.21 42 3.50 1.30 0.390 0.154 - -- 0.24 43 3.58 1.40 0.420 0.154 - -- 0.27 44 3.67 1.40 0.420 0.154 - -- 0.27 45 3.75 1.50 0.450 0.154 - -- 0.30 46 3.83 1.50 0.450 0.154 - -- 0.30 47 3.92 1.60 0.480 0.154 - -- 0.33 48 4.00 1.60 0.480 0.154 - -- 0.33 49 4.08 1.70 0.510 0.154 - -- .0.36 50 4.17 1.80. 0.540 0.154 - -- 0.39 51 4.25 1.90 0.570 0.154 - -- 0.42 52 4.33 2.00 0.600 0.154' - -- 0.45 53 4.42 2.10 0.630 0.154 - -- 0.48 54 4.50 2.10 0.630 0.154 - -- 0.48 55 4.58 2.20 0.660 0.154' - -- 0.51 56 4.67 2.30 0.690 0.154 - -- 0.54 57 4.75 2.40 0.720 0.154 - -- 0.57 58 4.83 2.40 0.720 0.154 - -- 0.57 59 4.92 2.50 0.750 0.154 - -- 0.60 60 5.00 2.60 0.780 0.154 - -- 0.63 61 5.08 3.10 0.930 0.154 - -- 0.78 62 5.17 3.60 1.080 0.154 - -- 0.93 63 5.25 3.90 1.170 0.154 - -- 1.02 64 5.33 4.20 1.260 0.154 1.11 65 5.42 4.70 1.410 __= 0.154 1.26 66 5.50 5.60 1.680 0.154 1.53 67 5.58 1.90 0.570 0.154 - -- 0.42 68 5.67 0.90 0.270 .0.154 - -- .0.12 69 5.75 0.60. 0.180 0.154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall 1.62(In) times area 1.2(Ac.) /'[(In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.88(In) Total soil loss = 0.088(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 7035.1 Cubic Feet Total soil loss = 3854.9 Cubic Feet -------------------------------------------------------------------- Peak --------------------- flow rate of this hydrograph = 1.693(CFS) +++++++++++++++++++++++++++++++++++++ - ---------------------------------------------- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f . H y d r o g r a p h ---=---------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time(h -------------------------------------------------------------------- +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------- 0+ 5 - ---------------------------------------- 0.0005 0.08 Q - ------------------ • 0 +10 0.0010 0.07 Q 0 +15 0.0012 0.04 Q 0 +20 0.0015 0.03 Q 0 +25 0.0017 0.03 Q 0 +30 0.0020 0.05 Q 0 +35 0.0025 0.07 Q 0 +40 0.0029 0.07 Q I 5 +20 0.1274 1.28 I Q.• I 5 +25 0.1372 1.43 I Q I 5 +30 0.1489 1.69 I Q. 5 +35 0.1563 1.08 I Q I 5 +40 0.1588 0.37 IQ 5 +45 0.1595 0.10 Q 5 +50 0.1602 0.09 Q I' 5 +55 0.1608 0.10 Q 6+ 0 0.1613 .0.01 Q 6+ 5 0.1615 0.02 Q 6 +10 0.1615 0.00 Q V IV IVV v v V V V v V V V V V V V I.� I .. J� 0 +45 0 0.0034 0 0.07 Q Q 0 +50 0 0.0039 0 0.07 . .Q 0 +55 0 0.0043 0 0.07 Q QV I I' 1+ 0 0 0.0049 0 0.09 Q QV 1+ 5 0 0.0056 0 0.10 Q QV 1 +10 0 0.0063.. 0 0.10 Q QV 1 +15 0 0.0071 0 0.10 Q QV 1 +20, 0 0.0078 0 0.10 Q QV .1 +25 0 0.0085 0 0.10 . .Q V 1 ±30. 0 0.0092 0 0.10 Q Q V 1 +35 0 0.0099 0 0.10 Q Q V 1 +40 0 0.0106 0 0.10 Q Q V 1 +45. 0 0.0113 0 0.10 Q Q V 1 +50 0 0.0120 0 0.10 Q Q V 1 +55 0 0.0128 0 0.10 Q Q V 2+ 0 0 0.013.6 0 0.12 Q Q• V 2+ 5 0 0.0144 0 0.12 Q Q V 2 +10 0 0.0153 0 0.13 Q Q V 2 +15 0 0.0162 . .0.14 Q Q V 2 +20 0 0.0172 . .0.14 Q Q V. 2 +25 0 0.0182 . .0.14 Q Q V 2 +30 0 0.0191 0 0.14 Q Q V- 2+35 0 0.0201 0 0.14 Q Q. V 2 +40 0 0.0211 0 0:14 Q Q V 2 +45 0 0.0222 0 0.16 Q Q V.' 2 +50 0 0.0234 0 0.17 Q Q V 2 +55 0 0.0246 0 0.18 Q Q V 3+'0 0 0.0258 0 0.18 Q Q V 3+ 5 0 0.0270 0 0.18 Q Q V 3 +10 0 0.0283 0 0.20 Q Q V 3 +20 0 0.0313 0 0.21 Q Q V 3 +25 0 0.0329 0 0.23 Q Q V 3 +30 0 0.0347 0 0.27 I IQ V I I 3 +35 0 0.0368 0 0.30 I IQ V VI 3 +40 0 0.0390 0 0.32 V VI 3 +45 0 0.0413 0 0.34 I IQ 3 +50 0 0.0438 0 0.36 I IQ V V 3 +55 0 0.0464 0 0.38 I IQ I IV I 4+ 0 0 0.0491 0 0.39 L LQ I I V. I 4+ 5 0 0.0520 0 0.41 I IQ I I V I 4 +10 0 0.0550 0 0..45 I IQ I I V 4 +15 0 0.0584 0 0.49 I IQ I I V I 4 +20 0 0.0620 0 0.52 I I Q I I V 4 +25 0 0.0658 0 0.56 I I Q I I V 4 +30 0 0.0698 0 0.57 I I .Q I I V 4 +35 0 0.0739 0 0.60 I I Q I I V I . 4 4 +40 0 0.0782 0 0.63 I I Q I I VI 4 +45 0 0.0828 0 0.67 I I Q I I 4 +50 0 0.0875 0 0.68 I I Q I I 4 +55 0 0.0924 0 0.70, I I Q I I 5+ 0 0 0.0974 0 0.74 I I Q I I 5+ 5 0 0.1033 0 0.86 I I Q I I 5 +10- 0 0.1104 1 1.03 I I Q I I 5 +15 0 0.1185 1 1.17 I I Q I I I V IV IVV v v V V V v V V V V V V V I.� I .. J� • • • U n i t H y d r o g r a p h 'A n a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05.File: b13100.out Retention Basin #2 3-hour-duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ +...... + + + + + + + + + + + +...... + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data.(Inches) Input Values Used English Units used in output format --------------------------------------------------------------= ------ - --------- - - - - - = - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Drainage Area.= 1.20(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 1.20(Ac.) _ Sq. Mi. Length along longest watercourse.= 450.00(Ft.) Length along longest watercourse measured to centroid 300.00(Ft.) Length along longest watercourse = 0.085 Mi. Length along longest watercourse measured to centroid = 0.057 Mi. Difference in elevation = 6.50(Ft.) Slope along watercourse = 76.2667 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.67 Min. 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1]. Rainfall (In) [2) 1.20 0.70 100 YEAR Area rainfall. data: Area (Ac. ) [1] Rainfall (In) [2) 1.20 2.20 Weighting[1 *2) 0.84 Weighting[1 *2] 2.64 STORM EVENT (YEAR) _ '100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) _ ' 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain:= 2.200(In) 0.002 Sub-Area Data: • Area(Ac. ) Runoff Index Impervious� 1.200 32.00 .0.800. Total Area Entered = 1.20(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate ----------------------------------------=---------------------------- (decimal.).= 0.260 U n i t H y d r o g r a p.h DESERT S -Curve ----------------------------------"----------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution unit Hydrograph (hrs) Graph W (CFS) -----------------------=--------------------------------------------- 1 0.083 299.844 56.127 0.679 2 0.167 599.689 38.•758 0.469 3 0.250 899.533 5.115 0.062 - --------------------------------------------------------------------- Sum = 100.000 Sum= 1.209 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.343 0.154 - -- 0.19 2 0.17 1.30 0.343 0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6 0.50 1.80 0.475 0.154 - -- 0.32 7 0.58 1.50 0.396 0.154 - -- .0.24 8 0.67 1.80 0.475 0.154 - -- 0.32 9 0.75 1.80 0.475 0.154. - -- 0.32 10 0.83 1.50 0.396 0.154 - -- 0.24 11 0.92 1.60 0.422 0.154. - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0.581 0.154 - -- 0.43 14 1.17 2.20 0.581 0.154 - -- 0.43 15 1.25 2.20 0.581 0.154. - -- 0.43 16 1.33 2.00 0.528 0.154 - -- 0.37 17 1.42 2.60 0.686 0.154 - - -. 0.53 18 1.50 2.70 0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154 - -- 0.48 20 1.67 2.70 0.713 0.154. - -- 0.56 21 1.75 3.30 0.871 0.154 - -- 0.72 22 1.83 3.10 0.818. 0.154 - -- 0.66 23 1.92 2.90 0.766 0.154 - -- 0.61 24 2.00 3. 00 0.792 0.154 - -- 0.64 25 2.08 3.10 0.818 0.154 - -- 0.66 26 2.17 4.20 1.109 0.154 0.95 • 27 2.25 5.00 1.320 0.154 =_= 1.17 28 2.33 3.50 0.924 0.154 0.77 29 2.42 6.80 1.795 0.154 - -- 1.64 30 2.50' 7.30 1.927 0.154 - -- 1.77. 31 2.58 8.20 2.165 0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- 1.40 33 2.75 2.00 0.528 0.154 - -- 0.37 34 2.83 1.80 0.475 0.154 •. 0.32 35 2.92 1.80 =__ 0.475 0.154 0.32 36 3.00 0.60 0.158 0.154 .0.00 Sum = 100.0 Sum = 20..8 Flood volume, Effective rainfall. 1.74(In) times area' 1.2(Ac.) /[(In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.46(In)' Total soil loss = 0.046(Ac.Ft) Total rainfall 2.20(In) Flood volume = 7564.8 Cubic Feet Total soil-loss = 2018.3 Cubic Feet ---------- Peak - -=-------- ------------------------------------------------------- flow rate of -- ----- this.hydrograph = 2.298(CFS) = -------------- ----------------------------------- --- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3- H 0 U .R. S T O R M R u n o f f H y d r o g r a p h -------------------------=------------------------------------------ Hydrograph in 5 Minute intervals ((CFS)) ----------------------------------------- Time(h +m) Volume Ac.Ft ---------------------------- Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0009 0.13 Q. 0 +10 0.0024 0.22 Q 0 +15 0.0037 0.19 Q .0 +20 0.0054 0.24 QV 0 +25 0.0073 0.29 IQ ' I I I I 0 +30 0.0097 0.35 IQV I I I I' 0 +35 0:0120 0.33 IQV I I I 0 +40 0.0144 0.35 0 +45 0.0170 0.38 IQ V I I I I 0 +50 0.0193 0.33 IQ V I I I I 0 +55 0.0215 0.32 IQ V I I I. I 1+ 0 0.0240 0.36 IQ V I I I I 1+ 5 0.0271 0.46 IQ V I I I I. 1 +10 0.0306 0.51 I Q V I I I 1 +15 0.0342 0.52 I Q V I I I 1 +20 0.0375 0.48 Q VVI 1 +25 0.0414 0.56 I Q I I 1 +30 0.0458 0..65 I Q V I 1 +35 0.0501 0.62-. I Q IV I 1 +40 0.0545 0.6.4 I Q I V I 1 +45 0.0599 0.78, I Q I V 1 +50 0.0655 0.82 I Q I V 1 +55 0.0708 0.77. I Q I V I I. 2+ 0 0.0761 0.76 I Q I V 2+ 5 0.0815 0.79 I Q I V 2 +10 0.0884 1.00 I Q I V 2 +15 0.0972 1.28 I Q I I V 2 +20 0.1050 1.13 I Q I I V 2 +25 0.1156 1.55 I Q I I V 2 +30 0.1295 2.02 I Q I I VI 2+35 0.1454 2.30 I QI I I V I 2 +40 .0_.1592 2.01 I Q I I I V I 2 +45 0.1663 1.04 I Q I I I V I 2 +50 0.1696 0.48 IQ I I I VI 2 +55 0.1723 0.39 IQ I I I VI. 3+ 0 0.1735 0.17 Q I I I VI 3+ 5 0.1737 0.02 Q I I I VI 3 +10 ----------------------------------------------------------------- 0.1737 0.00 Q I I I - - - VI - -- 0 • • • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989- 2001 Study date: 07/28/05 Retention Basin #3 100 -year storm event, 24 -hour duration - ----- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - MDS Consulting, Irvine, CA - SIN .841 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 3207Oc24100.rte * * ** r*** * * * * * * * * * * * *,r * * * * * * *HYDROGRAPH Number of intervals = 289 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2.471 (CFS) Total volume = 1.229 (Ac.Ft) Status of hydrographs being held in storage Stream 1 .Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000. 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ± + + + ++ Process from Point /Station 0.000 to Point/Station 0.000 * * ** RETARDING BASIN ROUTING * * ** Graph values: II'.= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time . Inflow Outflow Storage Depth User entry of ------------------------ depth - outflow- storage data Total number of.inflow - ------------------------- hydrograph ------------------ intervals = 289 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = .0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) .(CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.163 0.225 0.162 0.164 2.000 0.326 0.226 0.325 0.327 3.000 0.489 0.227 0.488 0.490 4.000 0.652 0.228 0.651 0.653 5.000 0.815 0.229 0.814 0.816 6.000 0.979 0.230 0.978 0.980 7.000 1.138 0.231 1.137 1.139 8.000 1.284 0.232 1.283 1.285 000-- 400 0.233 1399 1.401 - - - -9 - - - -1. - - Hydrograph ---=----------------------------------------------------------- - - -- - - - - -- -- - - - Detention Basin Routing - -- - -- - - - - -- Graph values: II'.= unit inflow; 101= outflow at time shown --------------------------------------------------------------------- Time . Inflow Outflow Storage Depth • lI J1 u • (Hours) (CFS) (CFS) (Ac. Ft) .0 0.6 1.24 1.85 2.47 (Ft.) 0.083 0..10 0.00 0.000 OI I I I I 0.00 0.167 0.14 0.00 0.001 02. I I I.." I 0.01 0.250 0.14 0.00 0.002 OI I I I' I 0.01 0.333 0.19 0.00 0.003 0 I I I I I 0.02 0.417 0.21 0.01 0.004 0 I I I I I 0.03 .0.500 0.21 0.01 0.006 0'I I I I I 0.04 0.583 0.21 0.01 0.007 0 I I I I I 0.04 0.667 0.21 0.01 0.009 0 I I I I I 0.05 0.750 0.21 0.01 0.010 0 I I I I I 0.06 .0.833 0.26 0.02 0.011 0 I I I I I 0.07 0.917 0.27. 0.02 0.013 0 I I I I I 0.08 1.000 0.27 0.02 .0.015 0 1 I I I I 0.09 - 1.083 0.23 0.02 0.016 O I I I I I 0.10 1.167 0.21 0.02 0.018 0 I I I I I 0.11 1.,250 0.21' 0.03 0 ".019. 0 I I I I I 0.12 1.333 0.21 0.03 0.020 0 I I I I I. 0.12 1.417 0.21 0.03 0.021 0 I I I I I 0.13 1.500 0.21" 0.03 0.023 0 I I I I I 0.14 1.583 0.21 0.03 0..024 O I I I I I 0.15 1.667 0.21 0.03 0.025 0 I I I I I 0.15 1.750 0.21 0.04 0.026 0 I I I I I 0.16 1.833 0.26 0.04 0.028 0 I I ( I I 0.17 1.917 . 0.27 0.04 0.029 0 'I I I I I 0.18 2.000 0.27 0.04 0.031 0 I I I I I 0.19 2.083 0.27 0.04 0.032 0 I I I I I 0.20 2.167 0.27 0.05 0.034 0 'I I I I I 0.21 2.250 0.27 0.05 0.035' 0 I I I I I 0.22 2.333 0.27 0.05 0.037 0 I I I I I 0.23 2.417 0.27 0.05 0.038 0 I I I I I 0.24 2.500 0.27 0.06 0.040 0 I I I I I 0.25 2.583 0.32 0.06 0.042 0 I I I I I 0.26 2.667 0.34 0.06 0.044 0 I I I ( I 0.27 2.750 0.34 0.06 0.046 0 I I I I I 0.28 2.833 0.34 0.07 0.047 0 I I I I I 0.29 2.917 0.34 0.07 0.049. 0 I I I I I 0.30 3.000 0.34 .0.07 0.051 0 I I I I I 0.31 3.083 0.34 0.07 0.053 0 I I I I I 0.33 3.167 0.34 0.08 . 0.055 0 I I I I I 0.34 3.250 0.34 0.08 0.057 IO .I I I I I 0.35 3.333 0.34 0.08 0.059 IO I I I I I 0.36 3.417 0.34 0.08 0.060 IO I I I I I 0.37 3.500. 0.34 0.09 0.062 IO I: I I I I 0.38 3.583 0.34 0.09 0..064 10 I I I I I 0.39 3.667 0.34 0.09 0.066 IO I I I I. I 0.40 3.750 0. "34 0.09 .0.061 IO I I I I I 0.41 3.833 0.39 0.10 0.069. IO I I I I I 0.43 3.917 0.41 0.10 0.071 IO I I I I I 0.44 4.000 0.41 0.10 0.074 I0 I I I I I 0.45 4.083 0.41 0.10 0.0.76 IO I I I I I 0.46 4.167 0.41 0.11 0.078 IO I I I I I 0.48 4.250 0.41 0.11 0.080 IO I I I I I 0.49 4.333 0.46 0.11 0.082 IO I I I I I 0.' 50 4.417 0.48 0.12 0.085 IO I I I I I 0.52 4.500 0.48, 0.12 0.087 IO I I I I I 0.53 4.583 0.48 0.12 0.090 IO I I I I I 0.55 4.667 0.48 0.13 0.092 IO I I I I. I 0.56 4.750 0.48 0.13 0.094 IO I I I I I 0.58 4.833 0.53 0.13. 0.097 IO I I .I I I 0.59 4.917 0.55 0.14 0.100 IO II I I I 0.61 5.000 0.55 0.14 0.103 IO II I I I 0.63 5.083 0.45 0.14 0.105 IO I I I I I 0.64 5.167 0.41 0.15 0.107 IO I I I I I 0.66 5.250 0.41 0.15 0.109 IO I I I. I I 0.67 5.333 0.46. 0:15 0.111 IO I I I I I 0.68 5.417 0.48 0.16 0.113 10 1 1 1 1 1 0.69 • • • 5.500 0.48 0.16 0.115 10 I I I I I 0.71 5.583 0.53 0.16 0.118 10 I I I I I 0.72 5.667 0.55 0.17 0.120 10 II I I I 0.74 5.750 0.55 0.17 0.123 10 II I I I 0.75 5.833 0.55 0.17 0.125 1.0 II I I I 0.77 5.917 0.55 0.18 0.128 10 II I I I 0.78 6.000 0.55 0.18 0.130 I 0 II I I I' 0.80•, 6.083 0.60 .0.18 0.133 10 II I I I 0.82 6.167 0.62' 0.19 0.136 10 I I I I 0.83 6.250 0.62 0.19 0.139 10 I I I I 0.85 6.333 0.62 0.20 0.142 10 I I I I 0.87 6.417 0.62 0.20 0.145 I 0 I I I 1 0.89 6.500 0.62 0.20 0.148 10 I I I I 0.91 6.583 0.67 0.21 0.151. 10 I I I I 0.92 6.667 .0.69 0.21 0.154 10 I I I I 0.94 6.750 0.69 0.22 0.157 10 I I I I 0.96 6.833 .0.69 0.22 0.160 10 I I I I 0.98' 6.917 0.69 0.23 0.164 10 I I I I .1.00. 7.000 0.69 0.23 0.167 10 I I I. I 1.02 7.083 0.69 0.23 0.170 I O I I I I. 1.04 7.167 0.69 0.23 0.173 10 I I I I 1.06 7.250 0.69 .. 0.•23 0.176 10 I I I I 1.08 7.333 0.22 0.23 0..178' 10 I I I I 1.09 7.417 0.05 0.23 0.177 I 0 I I I I 1.09 7.500- 0.05. 0.23 ..0.176 I 0 I I I I 1.08 7.583 0.12 0.23 0.175 IIO I I I" I 1.07 7.667 0.15. 0.23. 0.174 IIO I I I I 1.07 7.750 0.16 0.23 0.174 .I O I I I I 1.07 7.833 0.23. .0.23 0.174 10 I I I I 1.07 7.917 0.26 0.23 0.174 10I I I I I 1•..07 8.000 0.26 0.23 0.174 I OI I I I I 1.07 8.083 0.40 0.23 .0.175 10 I I I I I 1:07 8.167 0.46 0.23 0.176 10 I I I I I 1.08 8.250 0.46 0.23 0.178 10 I I I I I 1..09. 8.333 0.47 0.23 0.179 10 I I I I I 1.10. 8.417 0:47 0.23 0.181 10 I I I I I 1.11 8.500 0.47 0.23 0:183 10 I I I I I 1.12 8.583 0.55 0.23 0.185 10 II I I I 1.13 8.667 0.58 0.23 0.187 I 0 II I. I I 1.15 8.750 0.58 0.23 0.190 I.O II. I I I 1.16 8.833 0.65 0:23 0.192 10 I I I I 1.18 8.917 0.68 0.23 0.195 10 I I I I 1.20 9.000 0.69 0.23 0.198 10 I I I I 1.22 9.083 6.82 0.23 0.202 10 .I I I I I 1.24 9.167 0.88 0.23 0.206 10 I I I I I 1.27 9.250 0.88 0.23 0.211 10 I I I I I 1.29 9.333 0.95 0.23 0.216 10 I I I I I 1.32 9.417 0.98 0.23 0.221 10 I I I I I 1.35 9.500 0.99 0.23 0.226 10 I I I I. I 1.39 9.583 1.06 0.23 0.232 10 I I I I I 1.42 9.667 1.09 0.23 0.237 10 I I I I I 1.46 9.750 1.09 0.23 0.243 10 I I I I. I .1.49 9.833 1.16 0.23 0.250 10 I II I I 1.53 9.917 1.19 0.23 0.256 10 I II I I 1.57 10.000 1.20 0.23 0.263 10 I II. I I 1.61 10.083 0.14 0.23 0.268 10 II I I I 1.64 10.167 0.56 0.23 0.271 10 II I I I 1.66 10.250 0.56 0.23 0.273 10 II I I I 1.68 10.333 0.57 0.23 0.275 10 II I I I 1.69 10.417 0.57 0.23 0.278 10 II I I I 1.70 10.500 0.57 0.23 0.280 10. II I I I 1.72 10.583 0.91. 0.23 0.284 I O I I I I I 1.74 .10.667 1.05 0.23 0.289 I O I I I I I 1.77 10.750 1.05 0.23 0.295 10 I I I I I 1.81 10.833 1.05 0.23 0.300 10 I I I I I 1.84, 10.917 1.06 0.23 0.306 10 I I I I I 1.88 . 11.000 11:083 1.06 1.00 0.23 0.23 0.312 0.3.17 I 0 I 0 11.167 0.98 0.23 0.323 10' 11..250 0.98 0.23 0.328 I 0 11.333 0.98 0.23 0.333 0 11.417 0.99 0..2.3 0.338 0 11.500 0.99 0.23 0.343 O 11.583• 0.86 0.23 0.348 0 11.667 0.81 0.23 0.352 I 0 11.750. 0.82 0.23 0.357 I 0 11.833 0.89 0.23 0.361 I 0 11.917 0.92 .0.23 0.366 I 0 12.000 0.92 0.23 0.370 I 0 12.083 .1.39 0.'23 0.377 I 0 12.167 1.58 0.23 0.385 0 12.250 1.58 0.23 0.395 I 0 12.333 1.65 0.23 0.404 I 0 12.417 1.68 0.23 0.414 I 0 12.500 1.69 0.23 0.424 I 0 12.583 1.82 0.23 0.435 .0 12.667 1.88 0.23- 0.446 I 0 12.750 .1.88 0.23 0.457 0 12.833 1.95 0.23 0.469 I 0 . 12.917 1.98 0.23 0.481 I 0 ..13.000 1.99 0.23 0.493 0 13.083 2.32 0.23. 0.506 0 13.167 2.46 0.23 0.521 0 13.250 2.46 0.23 .0.537 0 13.333 2.46 0.23 0.552 ( 0 13.417 2.47 0.23 0.567 0 13.500 2.47 0.23 0.583 I 0 13.583. 1.74 0.23 0.596 0 13.667 1.46 0.23 0.605 I 0 13.750 1.46 0.23 0.614 I 0 13.833 1.46 0.23 0.622 0 13.917 1'.47 0.23 0.631 I 0 14.000 1.47 0.23 0.639 I 0 14.083 1.74 0.23 0.649 0 14.167 1.85 0.23 0.660. 0 14.250 1.85 0.23 0.671 0 .14.333 1.79 0.23 0.682 ( 0 14.417 1.77 0.23 0.692 0 14.500 1.77 0.23 0.703 0, 14.583 1.77 0.23 0.714 I 0 14.667 1.78 0.23 0.724 I 0 14.750 1.78 0.23 0.735 I 0 14.833 1.72 0.23 0.745 I 0 14.917 1.69 0.23 0.756 I 0 15.000 1.70 0.23 0.766 I 0 15.083 1.63 0.23 0.776 I 0 15.167 1.61 0.23 0.785 0 15.250 1.61 0.23 0.795 0 15.333 1.55 0.23 0.804 1.0 15.417 1.53 0.23 0.813 0 15.500 1.53 0.23 0.822 0 15.583 1.27 0.23 0.830 0. 15.667 1.16. 0.23 0.837 I 0 15.750 1.17 0.23 0.843 I 0 15.833 1.17 0.23 0.850 I 0 • 15.917 1.17 0.23 0.856 I 0 16.000 1.18 0.23 0.863 I 0 16.083 0.53 0.23 0.867 I 0 I 16.167 0:27 0.23 0.868 0I 16.250 0.27 0.23 0.868 I OI 16.333 0.27 0.23 0.869 02 16.417 0.27 0.23 0.869 I OI I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.91 1.95 1.98 2.01 2.04 2.07 2.11 2.14 2.16 2.19 2.21 2.24 2.27 2.31 2.36. . 2.42 2.48 2.54 2.60 2.67 2.74 2.81 2.88 2.95 3.02 3.11 3.20 3.29• 3.39 3.48 3.58. 3.66 3.71 3.77 3.82 3.87 3.92 3.98 4.05 4.11 4.18 4.25 4.31 4.38 4.44 4.51 4.57 4.64 4.70 4.76 4.82 4.88 4.93 4.99 5.04 5.09 5.13 5.17 5.21 5.25 5.29 5.32 5.32 5.33 5.33 5.33 16.500 0.27 0..23 16.583 0.23 0.23 16.667 0.21 0.23 16.750 .0.21 0.23 16.833 0.21 0.23 16.917 0.21 0.23 17.000 0.21 0.23 17.083 0.30 0.23 17.167 0.34 0:23 17.250 0.34 0.23 17.333 0.34 0:.23 17.41.7 0.34 0.23 17.500 0.34 0.23 17.583 0.34 0.23 17.667 0.34 0.23 17.750 0.34 0.23 17.833 0.29 0.23 17.917 0.27 0.23 18.000 0.27 0:23 18.083 0.27 0.23 18.167 0.27 0.23 18.250 0.27 0.23 18.333 0.27. 0.23 .18.417 0.27 0.23 18.500 0.27 0.23 18.583 0.23 0.23 18.667 0.21 0.23 18.750 0.21 0.23 18.833 0.16 0.23 18.917 0.14 0.23 19.000 • 0.14 0.23 19.083 0.19 0.23 19:167 0.21 0.23 19.250 0.21 0.23 19.333 0.26 0.23 19.417 0.27 0.23 19.500 0.27 0.23 19.583 0.23 0.23 19.667 0.21 0.23 19.750 0.21 0.23 .19.833 0.16 0.23 19.917 0.14 0.23 20.000 0.14 0.23 20.083 0.19 0.23 20.167 0.21 0.23 20.250 0.21 0.23 20.333 0.21 0.23 20.417 0.21 0.23 20.500 0.21 0.23 20.583 0.21 0.23 20.667 0.21 0.23 20.750 0.21 0.23 20.833 0.16 0.23 20.917 0.14 0.23 21.000 0.14 0.23 21.083 0.19 0.23 21.167 0.21 0.23 21.250 0.21 0.23 21.333 0.16 0.23 21.417 • 0.14 0:23 21.500 0.14 0.23 21.583 0..19 0.23 21.667 0.21 0.23 21.750 0.21 0.23 21.833 0.16 0.23 21.917 0.14 0.23 0.869. I OI 0.870 0 0.869 0 0.869 0 0.869 I 0 0.869 0 0.869 I 0 0.869. OI 0.870 I 0 I 0.870 0 I 0.871 I 0 I 0.872 I 0 I 0.873 0 I 0.874. 0 I 0.874 0 I 0.875 0 I 0.876 OI 0.876 02 I. 0.876 02 0.877 OI 0.877 I OI 0.877 I OI 0.878 OI 0.878 OI 0.878 OI 0.878 0 0.878 I 0 0.878 0 0.878 I 0 0.877 1I0 0.877 110 0.876 0 0.876 0 0.876 0 0.876 OI I c 0.876 I OI 0.876 OI 0.877 I 0 0.876 0 I / 0.876 10 I I r 0.876 0 0.'875 110 0:875 lIO 0.874 0 0.874 I 0 0.874 I .0 0.874 I 0 0.874 I 0 0.873. I 0 0.873 I 0 0.873 I 0 0.873 I 0 0.873 0 0.872 110 0.871 110 0.871 0 0.871 0 0.871 0 0.870 I O. 0.870 1I0 0.869 1I0 0.869 1 0 0.868 1.0 0.868 1 0 0.868 I.0 0.867 1I0 tip 5.33 5.33 5.33 5.33 5.33 5.33 5.33 5.33 5.33 5.34 5.34 5.35 5.35. 5.36 5.36 5.37 5.37 5.37 5.37 5.38 5.38 5.38 5.38 5.39 5.39 5.39 5.39 5.38 5.38 5.38 5.37 5.37 5.37 5.37 5.37 5.37 5.38 5.37 5.37 5.37 5.37 5.36 5.36 5.36 5.36 5.36 5.36 5.36 5.36 5.35 5.35 5.35 5.35 5.34 5.34 5.34 5.34 5.34 5.33 5.33 5.33 5.32 5.32 5.32 5.32 s e • • • 22.000 0.14 0.23 0.867 IIO I I I I 5.31 22.083 0.19 0.23 0.866 10 I I I I 5.31 22.167 0.21 0.23 0.866 10 I I I I 5.31 22.250 0.21 0.23 0.866 10 I I I I 5.31 22.333 0.16 0.23 0.865 10 I I I. I 5.31 22.417 0.14 0.23 0.865 IIO I I I I 5.30 22.500 0.14, 0.23 0.864 IIO I I I I 5.30 22.583 0.14 0.23 0.864 'IIO I I I I 5.30 22.667. .0.14 0.23 0.863 (IO I I I I 5.29 . 22.750 0.14 0.23 0.862' IIO I I I I 5.29 22.833 0.14 0.23 0.862 IIO I I I I 5,28 22.917 0.14'. 0.23 0.861 IIO I I I I 5.28 23.000 0.14 .0.23 .0.860 IIO I I I I 5.28 23.083 0.14 0.23 0.860 IIO I I I I 5.27, 23.167 .'0.14 0.23 0.859 IIO I I I I 5.27 23.250 0:14' 0.23 0.859 .IIO I I I I 5.27 23.333 0.14 0.23 0.858 IIO I I I I 5.26 23.417 0.14 0.23 0.857 IIO I I I I 5.26. 23.500 0.14 0.23 0.857 IIO I I. I I 5.25 23.583 0.14 0.23 0.856 IIO I I I I 5.25 23.667 0.14 0.23 0..855 IIO I I I I 5.25 23.750 0.14 0.23 0.855 IIO I I I I 5.24 23.833 0.14 0.23 0.854 IIO I I I I 5.24 23.917 0.14 0,.23 0.853. IIO I I I I 5.23 24.000 0.14 0.23 0.853 IIO I I I I 5.23 24.083 0.04 0.23 0.852 I O I I I I 5.22 24.167 0.00 0.23 0.850 I 0 I I I I 5.22 24.250 0.00 0.23 0.849 I 0 I I I I 5.21 . 24.333 0.00 0.23 0.847 I 0 I I I I 5.20 24.417 0.00 0.23 0.846 I 0 I I I I 5.19 24.500 0.00 0.23 0.844 I 0 I' I I I 5.18 24.583 0.00 0.23 0.842 I.0 I I I I 5.17 24.667 0.00 0.23 0.841 I 0 I I I I 5.16 24.750 0.00 0.23 0.839 1-0 I I I I 5.15 24.833 0.00 0..23 0.838 I 0 I I I I 5.14 24.917 0.00 0.23 0.836 I 0 I I I I 5.13 25.000 0.00 0.23 0.835 10 I I I 5.12 25.083 0.00 0.23 0.833 I 0 I I I I 5.11 25.167 0.00 0.23 0.831 I 0 I I I I 5.10 25.25.0. 0.00 0.23 0.830 I 0, I I I I 5.09 25.33 0.00 0.23 0.828 I 0 I I I I 5.08 25.417 0.00 0.23 0.827 I O I I I I 5.07 25.500 0.00 0.23 0.825 I 0 I I I I 5.06• 25.583 0.00 0.23 0.824 I 0 I I I I 5.05 25.667 0.00 0.23 0.822 I 0 I I. I I 5.04 25.750 0.00 0.23 .0.820. I 0 I I I I 5.03 25.833 0.00 0.23 0.819 I 0 I I I I 5.02 25.917 0.00 0.23 0.817 I 0 I I I I 5.01 26.000 0.00 0.23 0.816 10 I I I I 5.00 26.083 0.00 0.23 0.814 I 0 I I I I 4.99 26.167 0.00 0.23 0.813 I 0 I I I I 4.98 26.250 0.00 0.23 0.811 I O I I I I 4.98 26.333 0.00 0.23 0.809 I O I I I I 4.97 26.417 0.00 0.23' 0.808 I O I I I I. 4.96 26.500 0.00_ 0.23 0.806 I 0 I I I I 4.95 26.583 0.00 0.23 0.805 I 0 I I• I I 4.94 26.667 0.00 0.23 0.803 I 0 I I I I 4.93 26.750 0.00 0.23 0.801 I 0. I I I I 4.92 26.833 0.00 0.23 0.800 10 I I I I 4.91 26.917 0.00 0.23 0.798 I 0 I I I I 4.90 27.000 0.00 0.23 0.797 I 0 I I I I 4.89 27.083 0.00 .0.23 0.795 I O I I I I 4.88 27.167 0.00 0.23 0.794 I 0 I I I I 4.87 27.250 0.00 10.23 0.792 I 0 I I I I 4.86 27.333 0.00 . 0.23 0.790 I 0' I I I I 4.85 27.417 0.00 0.23 0.789 I 0 I I I. I 4.84 4.83 4.82. 4.81 4.80 4.-79 4.78 4.7.7 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.69 4.68 4.67' 4.66 4.65' 4 64' 4.63 4.62 4.61 4:60 4.59 4•.58 4.57: 4.56 4..55 4.54 4.53 4:52 4..51. 4.50 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 . 4.41 4.41 4.40 4:39 4.38 4.37 4.36 4.35 .4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.25 4.24 4.23 4.22 4.21. 4.20 27.500 27.583 0.00 0.00 0.23 0.23 0.787 0.786 I I 0 0 27.667 0.00 0'.23 0..784 I 0 27.750 0.00 0.23 0.783 I 0 27.833 0.00 0.23 0:781 I.0 27.917 0.00 0.23 0.779 I 0 28.000 0.00 0.23 0.778 I 0 28.083 0.00 0.23 0.776 I 0 28.167 0.00 0.23. 0.775 I 0 28.250 0.00 0.23 0.773 I 0 28.333 0.00 0.23 0.772 I 0 28.417 0.00. 0.23 0.770 I 0 28.500 0.00 0.23 0.768 I 0 28.583 ...0.00. 0.23 0.767. I 0 28.667 0.00 0.23 0.765 I 0 28.750 0.00 0.23 0.764" I 0 28.833 0.00 0.23 0.762 I 0 28.917 0.00 0.23 0.761 I 0 29.000 0.00 0.23 0.759 I 0 29.083 0.00 0.23 0.757 I 0 .29.167 0.00 0.23 .0.756 I 0 29.250 0.00 0.23 0.754 I 0 29.333 0.00 0.23 0.753 I 0 29.417 0.00 0.23 0.751 I 0 29.500 0.00 0.23 0.749 I 0 ..29.583 0.00 0.23 0.748 I 0 29.667 0:00, .0.23 0:746 I 0 29.750 0:00 0.23 0.745 I 0 29.833 0.00. .0.23 0.743 I 0 29.917 0.00 0.23 0.742 I 0 30.000 0.00 0.23 0.740 I 0 30.0.83 0.00 0.23 0.738 I 0 30.167 0.00 0.23 0.737 I 0 30 ".250 0.00 0.23 0.735 I O 30.333 0.00 0.23 0.734 I.0 30:417 0:00 0.23 0.732 I 0 30.500 0.00 0.23 0.731 I 0.' 30.583 0.00 0.23 0.729 I 0. 30.667 0.00 0.23 0.727 I 0 30.750 0.00 0.23 0.726 1.0 30.833 0.00 0:23 0.724 I 0 30.917 0.00. 0.23 '0.723 I 0 31.000 0.00 0.23 •0.721 I O 31.083 0.00 0.23 0.720 I 0 31.167" 0.00 0.23 0.718 I 0 31.250 0.00 0.23 0.716 I 0 31.333 0.00 0.23 0.715 I 0 31.417 0.00 0.23 0.713 I 0 31.500 0.00 0.23 0.712 I 0 31.583 0.00 0.23 0.710 I 0 31.667 0.00 0.23 0.709 I 0 31.750 0.00 0.23 0.707 I 0 .31.833 0.00 0.23 0.705 I 0 31.917 0.00 0.23 0.704 I 0 32.000. 0.00 0.23 0.702 I 0 32.083 0.00 0.23 0.701 I 0 32.167. 0.00 0.23 0.699 I 0 32.250 0.00 0.23 0.698 I 0 32.333 0.00 0.23 0.696 I 0 32.417 0.00 0.23 0.694 I 0 32.500 0.00 0.23- 0.693 I O 32.583 0.00. 0.23 0.691 I 0 .32.667 0.00 0.23 0.690 I O 32.750 0.00 0.23 0.688 I 0 32.833 0.00 0.23 0.687" I 0 32.917 0.00 0.23 0.685 I 0 4.83 4.82. 4.81 4.80 4.-79 4.78 4.7.7 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.69 4.68 4.67' 4.66 4.65' 4 64' 4.63 4.62 4.61 4:60 4.59 4•.58 4.57: 4.56 4..55 4.54 4.53 4:52 4..51. 4.50 4.49 4.48 4.47 4.46 4.45 4.44 4.43 4.42 . 4.41 4.41 4.40 4:39 4.38 4.37 4.36 4.35 .4.34 4.33 4.32 4.31 4.30 4.29 4.28 4.27 4.26 4.25 4.24 4.23 4.22 4.21. 4.20 4.19 4.18 4.17.. 4.16 4.15 4.14 4.13 4.13 4.12 4.11 4.10 4'.09 4.08 4.07 4.06.'. 4.05 4.04 4.03 4.02 4.01' I. 4.00 3.99 3.98 3.97 3.96 3.95 3.94 3.93 3.92 3.91 �. 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.84 3.83 3.82 3.81. 3.80 3.79 .3.78 3.77 3.76 3.75 3.74 3.73 3.72 3.71 3.70 3.69 3.68 3.67 3.66 3.65 3.64 3.63 3.62 3.62 3.61 3.60 3.59'' 3.58 3.57 33.000 33.083 0.00 0.00 0.23 0.23 0.683 0.682 I I 0 0 33.167 0.00 0.23 0.680 I 0 33.250 0.00 0.23 0.679 I 0 33.333 0.00 0.23 0.677 I 0 33.417 0.00. 0.23 0.676 I' 0 33.500 0.00 0.23 0.674 I 0 33.583 0.00 0.23 0.672 1-0 33.667 0.00 0.23 0.671 I 0 33.750. 0.00 0.23 0.669 I 0 33.833 0.00 0.23 0.668 I 0 33.917 0.00 0.23 0.666 I 0 34.000 0.00 0.23 0.665 I 0 34.083 .0.00 0.23 0.663 I 0 34.167 0.00 0.23 0.661 I 0 34.250 0.00 0.23 0.660 I 0 34.333 0.00 0.23 0.658 I 0 34.417 0.00 0.23 0.657 I 0 34.500 0.00 0.23 0.655 I 0 34.583 0.00 0.23 0.654 I 0 34.667 0.00 0.23 0.652 I 0 34.750 0.00 0.23 0.650 I 0 34.833 0.00 0.23 0.649. I 0 . 34.917' 0.00 0.23 0.647 I 0 ...35.000 0.00 0.23 0.646 I 0 35:083 0.00 0.23 • 0.644 I 0 35.167 0.00 0.23 0.643 I 0 35.250 0.00 0:23 .0 '.641 I 0 35.333 0.00 0.23 0.639 I 0 35.417 0.00 0.23 0.638 I 0 35.500 0.00 0.23. 0.636 1 O 35.583 0.00 0.23 0.635 I 0 . 35.667 0.00 0.23 0.633 I 0 35.750 .0..00 0.23 0.632 I 0 35.833 .0.00 0.23 0.630 I.0 35.917 0.00 0.23 0.628 I 0 36.000 0.00 0.23 0.627 I 0 36.083 0.00 0.23 0.625 I 0 36.167 0.00 0.23 0.624. I 0 36.250 0.00 0:23 0.622 I 0 .36.333 0.00 0.23 0.621 I 0 36.417 0.00 0.23 0.619 I 0 36.500 0.00 0.23 0.617 I 0. .36.583 0.00 0.23 0.616 I 0 . 36.667 0.00 0.23 0.614 I 0 36.750 0.00 0.23 0.613 1'0 36.833 0.00 0.23 0.611 I 0 36.917 0.00 0.23 0.610 I 0 37.000 0.00 0.23 0.608 I 0 37.083. 0.00 0.23 0.607• I 0 37.167 0.00 0.23 0.605 I 0 37.250 0.00 0.23 0.603 I 0 37.333 0.00 0.23 0.602 1-0 37.417 0.00 0.23 0.600 I 0 37.500 0.00 0.23 0.599 I 0 37.583 0.00 0.23 0.597 I 0 37.667 0.00 0.23 0.596 I 0 37.750 0.00 0.23 0.594 I 0 37.833 0.00 0.23 0.592 I 0 37.917 0.00 0.23 0.591 I 0 38.000 0.00 0.23 0.589 I 0 38.083 0.00 0.23 0.588 I 0 38.167 0.00 0.23 0.586 I 0 38.250 0.00 0.23 0.585 I 0 38.333 0.00 0.23 0.583 I 0 38.417 0.00 0.23 0.581 I 0 4.19 4.18 4.17.. 4.16 4.15 4.14 4.13 4.13 4.12 4.11 4.10 4'.09 4.08 4.07 4.06.'. 4.05 4.04 4.03 4.02 4.01' I. 4.00 3.99 3.98 3.97 3.96 3.95 3.94 3.93 3.92 3.91 �. 3.90 3.89 3.88 3.87 3.87 3.86 3.85 3.84 3.83 3.82 3.81. 3.80 3.79 .3.78 3.77 3.76 3.75 3.74 3.73 3.72 3.71 3.70 3.69 3.68 3.67 3.66 3.65 3.64 3.63 3.62 3.62 3.61 3.60 3.59'' 3.58 3.57 38.500 38.583 0.00 0.00 0.23 0.23 0.580 0:578 I I O I O I I I I I I I 3.56 3.55 38.667 0.00 . 0.23 0.577 I O. I I I I 3.54 38.750 0.00 0.23 0.575 I 0 I I I I 3.53 38.833 0.00 0.23 0.574 I O I I I I 3.52 38.917 0.00 0.23 0.572 I O I I I I 3.51 39.000 0.00. 0.23 0.570 I O I I I I 3.50 39.083 0.00 0.23 0.569. I 0 I I I I 3.49 39.167 0.00 0.23 0.567 I O I I I I 3.48 39.250 0.00 0.23 0.566 I 0 I I I I 3.47 39.333 0.00 0.23 0.564 I 0 I I I I 3.46 39.417 0.00 0.23 0.563 I 0 I I I I 3.45 39.500 0.00 0.23 0.561 I 0 I I I I 3.44 39.583 0.00 0.23 0.559. I O I I I I 3.43 39.667 0.00 0.23 0.558 10 I I I I 3.42 39.750 0.00 0.23 0.556 I O I I I I.' 3.41 39.833: 0.00 0.23 0.555 I O I I I I 3.40 39.917 0.00 0.23 0.553 I 0 I I. I I. 3.39 40.000 0.00 0.23 0.552 I 0 I I I I 3.38 40.083 0.00 0.23 0.550 10 I I I I 3.37 40.167 0.00 0.23 0.549 I 0 I I I I. 3.37 40.250 0.00 0.23 0.547 I 0 I I I I 3.36 40.333 0.00. 0.23 .0.545 I 0 I I I I 3.35 40.417 0.00 0.23 0.544 I O I I I I 3.34 40.500 0.00 0.23 0.542 I O I I I I 3.33 40.583 0.00 0.23 0.541 I O. I I I I 3.32 40.667 0.00 0.23 0.53.9 10 I I I I 3.31 40.750 0.00 0.23 0.538 .I O I I I. I 3.30 40.833 0.00 0.23 0.536 I O I I I I 3.29 40.917 0.00 0.23 0.534 I 0 I I I I 3.28 41.000 0.00 0.23 0.533 I O I I I I 3.27 41.083 0.00 0.23 0.531 I O I I I I 3.26 41.167 0.00 0.23 0.530 I 0 I I I I 3.25 41.250 0.00 0.23 0.528' I 0 3.24 41.333 0.00 0.23 0.527 I O I I I I 3.23 41.417 0.00 0.23 0.525 I 0 I I I I 3.22 41.500 0.00 0.23 0.523 I O I I I I 3.21 41.583 '0.00 0.23 0.522 I 0 I I I I 3.20 41.667 0.00 0.23 0.520 I 0 I I I I 3.19 41.750 0.00 0.23 0.519 I O I I I I 3.18 41.833 0.00 0.23 0.517 I 0 I I I I 3.17 41.917 0.00 0.23 0.516 I O I' I I I 3.16 42.000 0.00 0.23 0.514 I 0 I I I I 3.15 42.083 - 0.00 .0.23 0.513 I O I I I I 3.14 42.167 0.00 0.23 0.511 I 0 I I I I 3.13 42.250 0.00 0.23 0.509 I 0 I. I I I 3.13 42.333 0.00 0.23 . 0.508 I O I I I I 3.12 42.417 0.00 0.23 0.506 I 0 I I I I 3.11 42.500 0.00 0.23 0.505 I O I I I I 3.10 42.583 0.00 0.23 0.503 I 0 I I I' I 3.09 42.667 0.00 0.23 0.502 I 0 I I I I 3.08 42.750 0.00 0.23 0.500 I O I I I I 3.07 42.833 0.00 0.23 0.498 I 0 I I I I 3.06 42.917 0.00 0.23 0.497 I O I I I I 3.05 43.000 0.00 0.23 0.495 I O I I I I 3.04 43.083 0.00 0.23 0.494 I 0 I I I I 3.03 43.167 0.00 0.23 0.492. I O I I I I 3.02 43.250 0.00 0.23 0.491 I 0 I I I I 3.01 43.333 .0.00 0.23 0.489 I 0 I I I I 3.00 43.417 0.00 0.23 0.488 I 0 I I I I 2.99 43.500 0.00 0.23 0.486 I 0 I ( I ( 2.98 43.583 0.00 0.23 0.484 I 0 I I I I 2.9.7 43.667 0.00 0.23 0.483 I 0 I I I I 2.96 43.750 0.00 0.23 0.481 I 0 I I I I .2.95 43.833 0.00 0.23 0.480 I'0 I I I I 2.94 43.917 0.00 0.23 0.478 I 0 I I I I 2.93 44.000 0.00 0.23 .0.477 I 0 I I I I 2.92 44.083 0.00 0.23 0.475 I 0 I I I I 2.91 44.167 0.00 0.23 0.473 I 0. I I I I 2.90 44.250 0.00 0.23 0.472 I 0 I I I I 2,89 44.333 0.00 0.23 0.470 I 0 I I I I 2.89 44.417 0.00 0.23 0.469 I O I I I I 2.88 44.500 0.00 0.23 0.467 I 0 I I I I 2.87 44.583 0.00 0.23 0.466 I 0 I I I I 2,86 44.667 0.00 0.23 0.464 I 0 I I I I 2.•85 44.750 0.00 0.23 0.462 I O I I I I 2.84 44.833 0.00 0.23 0.461 I 0 I I I I 2,83 44.917 0.00 0.23 0.459 I 0 I I I I 2.82 45.000 0.00 0.23. .0.458 I O 45.083 0.00 0.23 0.456 I 0 I I I I 2,80 45.167 0.00 0..23 0.455 I 0 I I I I 2.79 45.250 0.00 0.23 0.453 .I 0 I I I I 2.78 45.333 0.00 0.23 0.452 I 0 I I I I. 2.77- 45.417 0.00 0.23 0.450 I 0 I I I I 2,7.6 45.500 0.00 0.23 0.448 I 0 I I I I 2.75' 45.583 0.00 0.23 0..447 I O I I I I 2,74 45.667 0.00 0.23 0.,445 10 I I I I 2.73 45.750 0.00 0.23 0.444 I 0 I I I I 2,72 45.833 0.00 0.23 0.442 I O I I I I 2,71 45.917 0.00 0..23 0.441 I 0 I I I I 2,70 46.000 0.00 0.23 0.439 I 0' I I I I 2.69. 46.083 0.00 0.23 0.438 10 I I I I 2.68 46.167 0.00 0.23 0.436 I 0 I I I I 2,67 46.250 0.00 0.23 0.434 I 0 I I I I 2.66 46.333 0.00 0.23 0.433 I 0 I I I I 2.66 46.417 0.00 0.23 0.431 I 0 I I I I 2.65 46.500 • 0.00 0.23 0.430 I 0 I I I I 2.64 46.583 0.00 0.23 0.428 I 0 I I I I 2.63 46.667 0.00 0.23 0.427 I 0 I I I I 2.62 46.750 0.00 0.23 0.425 10 I I I I 2.61 46.833 O.Ob 0.23 0.423. 1 0 I I' I I 2.60 46.917 0.00 0.23 0.422 I 0 I I I I 2.59 47.000 0.00 0.23 0.420 I 0 I I I 2,58 47.083 0.00 0.23 0.419 I 0 I I I I 2.57 47.167 0.00 0.23 0.417 I 0. I I I I 2.56 47.250 0.00 0.23 0.416 I 0 I I I I 2.55 47.333 0.00 0.23 0.414 I 0 I I " I I 2.54 47.417 0.00 0.23 0.413 I 0 I I I I 2.53 47.500 0.00 0.23 0.411 I 0 I I I I 2.52 47.583 0.00 .0.23 0.409 I 0 I I I I 2.51 47.667 0.00 0.23 0.408 I 0 I I. I I 2.50 47.750 0.00 0.23 0.406 I 0 I I I I 2.49 47.833 0.00 0.23 0.405 I 0 I I I I 2.48 47.917 0.00 0.23 0.403 I 0 I I I I 2.47 48.000 0.00 0.23 0.402 I 0 I I I I 2.46 48.083 0.00 0.23 0.400 I 0 I I I I 2.45 48.167 0.00 0.23 0.398 I 0 I I I I 2.44 48.250 0.00 0.23 0.397 I 0 I I I I 2.44 48.333 0.00 0.23 0.395 I 0 I I I I 2.43 48.417 0.00 0.23 0.394 I 0 I I I I 2.42 48.500 0.00. 0.23 0.392 I 0 I I I I 2.41 48.583 0.00 0.23 0.391 ,I 0 I I I I 2.40 48.667 0.00 0.23 0.389 1-0 I I I I 2.39 48.750 0.00' 0.23 0.388 I 0. I I I I 2,38 48.833 0.00 0.23 0.386 I 0 I I I I 2.37 48.917 0.00 0.23 0.384 I 0 I I I I 2.36 49.000 0.00 0.23 0.383 10 I I I I 2.35 49.083 0.00 0.23 0.381 I 0 I I I I 2.34 49.167 0.00 0.23 0.380 I 0 I I I I 2.33 49.250 0.00. 0.23 0.378 I O I I I I 2.32 49.333 0.00 0.23 0.377 I 0 I I I I 2.31 49.417 0.00 0.23 0.375 I 0 I I I I 2.30 49.500 0.00 0.23 0.374 I 0 I I I I. 2.29 49.583 0.00 0.23 0.372 I O I I I I 2.28. 49.667 0.00 0'.23 0.370 I 0 I I I I 2.27 49.750 0.00 0.23 0.369 I 0 I I I I 2,26 49.833 0.00 0.23 0.367 1 0 I I I I 2,25 49.917 0.00 0.23 0.366 I 0 I I I I 2,24 50.000 0.00 0.23 0.364 I 0 I I I I 2.23 50.083 0.00 0.23 0.363 I 0 I I I I 2,22 50.167 0.00 0.23 0.361 I 0 I I I I 2,22 50.250 0.00 0.23 0.360 I 0 I I I I 2,21 50.333 0.00 0.23 0.358 I O I I I I 2,20 50.417 0.00 0.23 0.356 1 O 50.500 0.00 0.23 0.355 I 0 I I I I 2.18 50.583 0.00 0.23 0.353. I O I I I I 2,17 50.667 0.00 0.23 0.352 I O I I I I 2.16 50:750 0.00 0.23 0.350 1.0 I I I I. 2.15 50.833 .0.00 0.23 0.349 1 0 I I I I 2.14 50.917 0.00 0.23 0.347 I O 51.006 0.00 0.23 0.346 I O I I I I 2.12 51.083 0.00 0.23 0.344 I O I I I I. 2.11 .51.167 0.00 0.23 0.342 I O I I I I 2.10 51.250 0.00 0.23 0.341 I O ? 09 51.333 0.00 0.23 0.339 2 0 I I I I 2,08 51.417 0.00 0.23 0.338 I 0 I I I I 2.07 51.500 0.00. 0.23 ..0.336 I 0 I I I I 2.06 .,51.583 0.00 0.23 0.335 I O. I I I I 2.05 51.667 0.00. .0.23. 0:333 I O I I I I 2.04 51.750 0:00 0.23 0.332 I O I I I I 2.03 51.833 0.00. .0.23 0.330 1 0 I I I I 2.,02 51.917 0.00 0.23 0.328 I O I I I I 2.01 ' 52.000 0.00 0.23 0.327 I O I I I I 2.,01, 52.083 0.00 0.23 0.325 I O I I L I 2.00 52.167 0.00 0.23 0.324 I O I I I I 1.99 52.250 0.00 0.23 0.322 I O I I I I 1.98 52.333 0.00 0.23 0.321 "I O I I I I 1,97. 52.417 0:00 0.23 0.319 I 0 52.500 0.00 0.23 0.317 I 0 I I I I 1.95 52.583 0.00 0.23 0.316 I 0 I I I I. 1.94 52.667 0.00 0.23 0.314 I O I I. I I 1.93 52.750 0.00 0.23 0.313 1.0 52:833 0.00 0.23 0.311 I O I I I I 1.91 52.917 0.00 0.23 0.310 I O I I I I 1.90. 53.000 0.00 0.23 0.308 10 I I I I 1,89 53.083 0.00 0.23 0.307 10 I I I I 1.88 53.167 0.00 0.23 0.305 I 0 I I I I 1,87 53.250 0.00 0.23 0.303 I O I I I I 1.86 53.333 0.00 0.23 0.302 I O I I I I 1.85 53.417 0.00 0.23 0.300 1 0 I I I I 1.84 53.500 0.00 0.23 0.299 I O I I I. I 1.83 53.583 0.00 0.23 0.297 I 0 I I I I 1,82 53.667 0.00 0.23 0.296 I O I I I I. 1.81 53.750 0.00 0.23 0.294 1 0 I I I. I 1.80 53.833 0.00 0.23 0.293 I O I I I I 1.80 53.917 0.00 0.23 0.291 I O I I I I 1,79. 54.000 0.00 0.23 0.289 I O I I I I 1,78 54.083 0.00 0.23 0.288 I 0 I I I I 1,77 54.167 0.00 0.23 0.286 I 0 I I I I 1.76 54.250 0.00 0.23 0.285 I O I I I I 1.75• 54.333 0.00 0.23 0.283 I 0 I I I I 1.74 54.417 0.00 0.23 0.282 I O I I I I 1.73 54.500 0.00 0.23 0.280 1 0. I I I I 1,72 54.583 0.00 0.23 0.279 I O. I I I I 1.71 .54.667 0.00 0.23 0.277 I O I I I I 1.70 54.750 0.00 0.23 0.276 I 0 I I I I 1.69 54.833 0.00 0.23 0.274 1 0 I I I I 1.68 54.917 0.00 0.23 0.272 I 0 I I I I 1.67 55.000 0.00 55.083 -.0.00 55.167 0.00 55.250 0.00 55.333 0.00 55.417 0.00 55.500 0.00 55.583. 0.00 55..667 0.00 55.750.. 0.00 55.833 0.00 55.917 0.00 56.000. 0.00 56.083 0.00 56.167 0.00 56.250 0.00 56.333 0.00 56.417 0.00 56.500 0.00 56.583 0.00 56.667 0.00 56.750 0.00 56.833 0.00 56.917 •0.00 .57.000 0.00 57.083 0.00 57.167 0.00 57.250 0.00 57.333 0.00 57.417 0.00 57.500 0.00 57.583 0.00 57.667 0.00 57.750 0.00 57.833 0.00 57.917 0:00 58.000 0.00 58.083 0.00 58.167 0.00 58.250. 0.00 58.333 0.00 58.417 0.00 58.500 0.00 58.583 0.00 58.667 0.00 58.750 0.00 58.833 0.00 58.917 0.00 59.000 .0.00 59.083 0.00 59.167 0.00 59.250 0.00 59.333 0.00 59.417 0.00 59.500 0.00 59.583 0.00 59.667 0.00 59.750 0.00 59.833 0.00 59.917 0:00 60.000 0.00 60.083 0.00 60.167 0.00 60.250 0.00 60.333 0.00 60.417 0.00 0.23 0.271 I 0 0..23 0.269 I 0 0..23 0.268 I 0 0.23 0.266 I 0 0.23 0.265 I 0 0.23 0.263 1-0 0.23 0.262 I 0 0.23 0.26.0 I 0 0.23 0.258 I 0 0.23 0.257 I 0 0.23 0.255 I 0 0.23 0.254 I 0 0.23 0.252 I 0 0.23 0.251 I 0 0.23 0.249 I.0 0 :23 0.248 I 0 0.23 _ 0.246 I 0 0.23 0.244 I 0 0.23 0.243 I 0 0.23 0.241 I 0 0.23 0.240 I 0 0.23 0.238 I 0 0.23 0.237. 1-0 0.23 0.235 1'0 0.23 0.234 I 0 0.23 0:232 I.0 0.23 0.230 I 0 0:23 0.229 I 0 0.23 0.227 L 0' 0.23 0.226 I 0 0..23, 0.224 I 0 0.23 0.223 I 0 0.23 0.221 I 0 0.23 0.220 I 0 0.23 0.218 I 0 0.23 .0.216 I 0 0.23 0.215 I 0 0.23 0.213 I 0 0.23 0.212 I 0 0.23 0.210 I 0 0.23 0.209 I 0 0.23 0..207 I 0 0.23 0.206 I 0. 0.23 0.204 I 0 0.23 0.203 I 0 0.23 0.201 I 0 0.23 0.199 I 0 0.23 0.198 I 0 0.23 0.196 I 0 0..23 0.195 . I 0 0.23 0.193 I 0 0.23 0.192 I 0 0.23 0.190 I 0 0.23 0.189 I 0 0.23 0.187. I 0 0.23 0.185 I 0. 0.23 0:184 I 0 0.23 0.182 I 0 0.23 0.181 I 0 0.23 0.179 I 0 0.23 0.178 I 0 0.23 0.176 I 0 0.23 0.175 I 0 0.23 0.173 I 0 0.23 0.172 I 0 0.23 0.170 I 0 1.66 1.65 1.64 1.63 1.62 1.61 1.60 1.59 1.59 1.58 1.57 1.56' 1.55 1.54 1.53.' 1.52 1.51 1.50 1.49 1.48 1.47 1.46 1.45 1.'44 1.43 1.42 1.41 1.40 1.39 1.39 1.38 1.37 1.36 1.35 1.34 1.33 1.32 1.31 1.30 1.29 1.28 1.27, 1.26 .1.25 1.24 1.23 1.22 1.21 1.20 1.19 1.19 1.18 1.17 1.16 1.15 . 1.14 1.13 1.12 1..11 1.10 1.09 1.08 1.07 1.06 1.05. 1.04 60.500 ' 0.00 0.23 0.168 I 0 I I I I 1.03, 60:583 0.00 0.23 0.167 I 0 I I I I 1.02 60.667 0.00 0.23 0.165 I 0 I I I I 1.01 60.750 0.00 0.23 0.164 I 0" I I I I 1.00 60.833 0.00 0.22 0.162 10 I I I I, 1.•00 60.917 0.00 0.22 0.161 I 0 I I I I 0.99• 61.000 0.00 0.22 0.159 I 0 I I I I 0.98 61.083 0.00 0.22 0.158 I O I I I I 0.97 61.167 0.00 0.22 0.156 I 0 I I I I 0.96 61.250 0.00 0.21 0.155 I 0 I I I I 0.95 61.333 0.00 0.21. 0.153 I 0 I I I I 0.94 61.417. 0.00 0.21 0.152 I 0 I I I I 0.93 61.500 0.00 0.21 0.150 I 0 I I I (• 0.92 .61.583 0.00 .0.21 0.149-.1 0 I I I I 0.91 61.667 0.00 0.20 0.148 I 0 I I I I 0.90 61.750 0.00 0.20 0.146 I 0 I I I I 0.90 61.833 0.00 0.20 0.145 I 0. I I I I 0.89 61.917 . 0.00 0.20 0.143 I 0 I I I I 0.88 62.000 0.00 0.20 0:142 I 0 I I I I 0.87 62.083 0.00 0.19 0.141 I 0 I I I I 0.86 62.167 0.00 0.19 0.139 I 0 I I I I.,: 0.85 62.250 0.00 0.19 0.138 I.0 I I I " I 0.85, 62.333 0.00, 0.19 0.137 I 0 I I I I 0.84 62.417 0.00 0.19 0.135 I 0 I I I I 0.83 62.500 0.00 0.19 0.134 I 0 I I I I 0.82 62.583 0.00 .0.18 0.133 I O I" I I I 0.82 62.667 0.00 0.18 0.132 I 0 I I I I .0.81 62.750 0.00 0.18 0.130 I 0 I I I. I 0.80 62.833 0.00 0.18 0.129 I 0 I I I I 0.79. 62.917 0.00 0.18 "0.128 I 0 I I I I 0.78 63.000 0,.00 0.17 0.127 I 0 I I I I 0.78 63.083 0.00 0.17 0.125 I 0 I I I I 0.77 63.167 0.00 0.17 0.124 I 0. I I I I 0.76 63.250 0.00 0.17 0.123 I 0 I I I I 0.76 63.333 0.00 0.17 0.122 I 0 I I I I 0.75 63.417 0.00 0.17 0.121 I 0 I I I I 0.74 63.500 0.00 0.17 0.120 I 0 I I I I 0..73 63.583 0.00' 0.16 0.119 I 0 I I I I '.0.73 63.667 0.00 0.16 0.117 I 0 I I I I 0.72 63.750 0.00 0.16 0.116 I 0 I I I ( 0.71 63.833 0.00 0.16 0.115 I 0 I I I I 0.71 63.917 0.00 0.16 0.114 I 0 I I I I 0.70 64.000 0.00 0.16 0.113 I 0. I I I I 0.69 64.083 0.00 0.15 0.112 I 0 I I I I 0.69 64.167 0.00 0.15 0.111 IO I I I I 0.68 64.250 0.00 0.15 0.110 IO I I I I 0.67 64.333 0.00 0.15 0.109 IO I I I I 0.67 64.417 0.00 0.15 0.108 IO I I I I 0.66 64.500 0.00 0.15 0.107 IO I I I I 0.65. 64.583 .0.00 0.15 0.106 IO I I I I 0.65 64.667 0.00 0.14 0.105 IO I I I I 0.64 64.750 0.00 0.14 0.104 IO I I I I 0.64 64.833 0.00 0.14 0.103 IO I I I I 0.63 64.917 0:00 0.14 0.102 IO I I I I 0.62 65.000 0.00 0.14 0.101 IO I I I I 0.62 65.083 0.00 0.14 0.100 IO I I I I 0.61 65.167 0.00 0.14 0.099 IO I I I I 0.61 65.250 0.00 0.14 0.098 IO I I I I 0.60 65.333 0.00 0.13 0.097 IO I I I I 0.60 65.417 0.00' 0.13 0.096 IO I I I I 0.59 65.500 0.00 0.13 0.095 IO I I I I 0.58 65.583 0.00 0.13 0.094 IO I I I I 0.58 65.667 0.00 0.13 0.093 IO I I I I 0.57. 65.750 0.00 0.13. IO I I I I. 0.57- 65.833 0.00 0.13 0.092 10 I I I I 0.56 65.917. 0.00 0.13 0.091 IO I I I I 0.56 • 66.000 0.00 0.12 0.090 IO I I I I ". 0.55 66.083 0.00 0.12 0.089 I0 I I I I 0.55 66.167 0.00 0.12 0.088. IO I I , , 0.54 66.250 0.00 0.12 0.08.7 IO I I I I 0.54 66.333 0.00 0.12 0.087 IO . I I I I 0.'53 66.417 0.00 0.12 0.086 IO I I I I 0.53 66.500 0.00 0.12 0.085 IO I I I I 0.52 66.583 0.00 0.12 0.084 IO I I I I 0.52 66.667 .0.00 0.12 0.083 IO I I I I 0.51 66.750 0.00 0.11 0.083 IO I I I' I 0.51 66.833 0.00 0.11 0.082 IO I I I I 0.50 66.917 0.00 0.11 0.081 IO I I I I 0.50 67.000 0.00 .0.11 0.080 IO I I I I 0.49 67.083 0.00 •0.11 0.080 IO . I I I I 0.49 67.167 0.00 0.11 0.079 I0 I I I I 0.48 - 67.250 0.00 0:11 0..078 I0 I I I I 0.48 67.333 0.00 0.11 0.077 IO I I. I I '0.47-' 67.417 0.00 0.11 0.077 IO I I I I 0.47 67.500 0.00 0.10 0.076 IO I I I I 0.47 67.583 0.00 0.10 0.075 IO I I I I 0.46 67.667 0.00 0.10 0.074 IO I I I I 0.46 6.7.750 0.00 0.10 0.074 IO I I I I 0.45 67.833 0.00 0:10 0.073 IO I I I I 0.45 67.917 0.00 0.10 0.072. IO I I I I 0.44 Remaining water in basin = 0.07 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 815 Time interval = 5..0 (Min.) Maximum /Peak flow rate = 0.229 (CFS) Total volume = 1.157 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------- - - - - -- • • U.n i t : H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: 3207Oc24100.out Retention Basin #3 24 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC•& WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 5.11(Ac.) = 0.008 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 5.11(Ac.) = 0.008 Sq. Mi. Length along longest watercourse = 315.00(Ft.) Length along longest watercourse measured to centroid = 125.00(Ft.) Length along longest watercourse 0.060 Mi.. Length along longest watercourse measured to centroid = 0.024 Mi. Difference in elevation = 6.60(Ft.) Slope along watercourse = 110.6286 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.016 Hr. Lag time = 0.97 Min. 25% of lag time = 0.24 Min. 40% of lag time = 0.39 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 5.11 1.40 7.15 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 5.11 4.50 23.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 $ Adjusted average point rain = 4.500(In) Sub -Area Data: Area (Ac . ) Runoff "Index Impervious % 5.110 32.00 0.800 Total Area Entered 5.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum' •(F) = 0.154 "Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil-low loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------:- Unit Hydrograph.Data -------------------------------------------------------------------=- Unit time period Time of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------"------------------------------------------- 1 0.083 513.961 71.786 3.697 2 0.167 1027.922 .28.214 1.453 ---------=------------------------------------------------------------- Sum 100.000 Sum= 5.150 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low .(In /Hr) 1 0.08 0.07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 0.25 0 ".07 0.036 0.272 0.009 0.03 4 0.33 0.10 0.054 0.271 0.014 0.04 5 0.42 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0.58 0.10 0.054 0.267 0.014 0.04 8 0.67 0.10 0.054 0.266 0.014 0.04 9 0.75 0.10 0.054 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0 ".019 0.05 11 0.92 0.13 0.072 0.263 0.019 0.05 12 1.00 0.13 0.072 0.262 0.019 0.05 .13 1.08 0.10 0.054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 0.04 15 1.25 0.10 0.054 0.259 0.014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257 0.014 0.04 18 1.50 0.10 0.054 0.256 0.014 0.04 19 1.58 0.10 0.054 0.255 0.014 0.04 20 1.67 0.10 0.054 0.254 0.014 0.04 21 1.75 0.10 0.054 0.253 0.014 0.04 22 1.83 0.13 0.072 0.252 0.019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072 0.249 0.019 0.05 26 2.17, 0.13 0.072 0.248 0.019 0.05 27 2.25 0.13 0.072 0.247" 0.019 0.05 • 28 2.33 0.13 0.072 0.246 0.019 0.05 29 2.42 0.13 0.072 0.245 0.019 0.05 30 2.50 0.13 0.072 0.244 0.019 0.05 31 2.58 0.17 0.090 0.243 0.023 0.07 32 2.67 0.17 .0.090 0.242 0.023 0.0.7 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0:240 0.023 0.07 35 2.92. 0.17 0.090 0.239 0.023 0.07 36" 3.00 0.17 0.09.0 0.238 0.023 0:07 37 3.08 0.17 0.090 0.237 0.023. 0.07 38" 3.17 0.17 0.090 0.236 0.023 0.07 39 3.25 0.17 0.090 0.235 0.023 0.07 40 3.33 0.17 0:090 0.234 0.023 0.07 . 41 3.42 0.17 0.090 .0.233 0.023 0.07 42 3.50 0.17 0.090 0.232 0.023 0.07 43 3.58 0.17 0.090 0.231 0.023 0.07 44 ... 3..67 0.17 0.090 0..230 0.023 0.07 45 3.75 0.17 0.090 0.229' 0.023 0.07 46 3.83 0.20 0.108 0.228 0.028 0.08 47 3:92 0.20 0.108 0.227 0.028 0.08 .48 4.00: 0.20 0.108 0.226 0.028 0.08 49 4.08 0.20 0.108 0.225 0.028 0.08 50 4.17 0.20. 0.108 0.224 0.028 0.08 51 4.25 0.20 0.108 0.223 0.028 0.08 52 4.33 0.23 0.126 0.222 0.033 0-.09 53 4.42 0.23 .0.126 0.222 0.033 0.09 54 4.50 0.23. 0.126 0.221 0.033 0.09 55 4.58 0.23 0.126 0.220 0.033 0.09 56 4.67 0.23 0.126 0.219 0.033 0.09 57 4.75 0.23 0.126 0.218 0.033 0:09 58 4.83 0.27 0.144 0.217 0.037 0.11 59 4.92 0.27 0.144 0.216 0:037 0.11 60 5.00 0.27 0.144 0.215 0.037 0.11 61 5.08 0.20 0.108 0.214 0.028 0.08 .62 5.17 0.20 0.108 0.213 0.028 0.08 63 5.25 0.20 .0.108 0.212 0.028 0.08 64 5.33 0.23 0.126 0.211 0.033 0.09 • 65 5.42 0.23 0.126 0.210 0.033 0.09 . 66 5.50 .0.23 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0.208 0.037 0.11 68 5.67 0.27 0.144 0.208 0.037 0.11 69 5.75 0.27 0.144 0.207 0.037 .0.11 70 5.83. 0.21 0.144 0.206 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 72 6.00 0.27 0.144 0.204 0.037 0.11 73 6.08 0.30 .0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 '0.042 0.12 75 6.25 0.30 0.162 0.201 0.042 0.12 76 6.33 0.30 0.162 0.200. 0.042 '0.12 77 6.42 0.30 0.162 0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13 80 6.67 0.33 .0.180 0.197 0.047 0.13 81 6.75 0.33 0.180 0.196. 0.047 0.13. 82 6.83 0.33 0.180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.194 0.047 0.13 84 7.00 0.33. 0.180 0.193 0.047 0.13 85 7.08 0.33 0.180 0.192 0.047 0.13 86 7.17 0.33 0.180 0.191 0.047 0.13 87 7.25 0.33 0.180 0.191 0.047 0.13' 88 7.33 0.37 0.198 0.190 - -- 0.01 89 7.42 0.37 0.198 0.189 - -- 0.01 90 7.50 0.37 0.198 0.188 - -- 0.01 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67 0.40 0.216 0.186 - -- 0.03 93 7.75 0.40 0.216 0.185 0.03 94 7.83 0.43 0.234 0.184 0.05 95 7..92 0.43 0.234 0.184 - -- 0.05 9.6 8.00 0.43 0.234 0.183 - -- 0.05 97 8.08 0.50 0.270 0.182 - -- 0.09 . .98 8.17 0.50 0.270 0.181 - -- 0.09 99 8.25 0.50 0.270 0.180 - -- 0:09 100 8.33 0.50 0.270 0.179 - -- 0.09 101. 8.42 0.50 0.2.70 0.179 - -- 0.09 .102 .8.50 0.50 0.270. 0.178 0.09 103 8.58 0.53 0.288 0.177 0.11 -104 8.67 0.53 0.288 0.176 - -- 0.11 105 8.75 0.53 0.288 0.175 - -- 0.11 106 8.83 0.57 0.306 0.174 - -- 0.13 107 .8.92 0.57 0.306 0.174 - -- 0.13 108 9.00 0.57 0.306 0.173 - -- .0.13 109 9.08 0.63 0.342 0.172 - -- 0.17 110 9.17 0.63 .0.342 0.171 - -- 0.17 111 9.25 0.63 0.342 0.170 - -- 0.17 112 9.33 0.67 0.360 0.169 - - -.. 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 9.50 0.67• 0.360 0:168 - -- 0.19 115 9.58 0.70 0.378 0.167 - -- 0.21 116 9.67 0.70 0.378 0.166 - -- 0.21 117 9.75 0.70 0.378 0.165 - -- 0.21 118 9.83 0.73 0.396 0.165 - -- 0.23 119 9.92 0.73 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396 0.163 - -- 0.23 121 •10.08: 0.50 0.270 0.162 - -- 0.11 122 10.17 '0.50 0.270 0.162 - -- 0.11 123 10.25 0.50 0.270 0.161 - -- 0.11. 124 10.33 0.50 0.270 0.160 - -- 0.11 125 10.42 0.50 0.270 0.159 - -- 0.11 126 10 ;.50: 6.50 0.270 0.158 - -- 01.11 121 10.58. .0.67 0.360 0.158 - -- 0.20 128 10.67 0.67 0.360 0.157 - -- 0.20 129' 10.75 0.67 0.360 0.156 - -- 0.20 130 10.83 0.67 0.360 0.155 - -- 0.20 • 131 10.92 0.67 0.360 0.155 - -- 0.21 . 132 11.00 0.67. 0.360 0.154 - -- 0.21 133 11.08 0.63 0.342 0.153 - -- 0.19 134 11.17 0.63 0.342 0.152 - -- 0.19 135 11.25 0.63 0.342 0.152 - -- 0.19 136 11.33. 0.63 0.342 0.151 - -- 0.19' 137 11.42 0.63 0.342 0.150 - -- 0.19 138 11.50 0.63 0.342 0.149 - -- 0.19 .139 11.58 0.57 0.306 0.149 - -- 0.16 140 11.67 0.57 0.306 0.148 -- 0:16 141 11.75. 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12.00 0.60 0.324 0.145 - -- 0.18 145 12.08 0.83 0.450 0.144 - -- 0.31 146 12.17 0.83 0.450 0.143 - -- 0.31 147 12.25 0.83 0.450 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - -- 0.33 150 12.50 0.87 0.468 0.141 - -- 0.33 151 12.58 0.93. 0.504 .0.140 - -- 0:36 152 12.67 0.93 0.504 0.139 - -- 0.36• 153 12.75 0.93 0..504 0.138 - -- 0.37 154 12.83 0.97 0.522 0.138 - -- 0.38 155 12.92 0.97 0..522 0.137 - -- 0:38 156 13.00 0.97 0.522 0.136 - -- 0.39 157. 13.08 1.13 0.612 0..136 - -- 0.48 158 13.17 1.13 0.612 0.135 - -- 0.48 159 13.25 1.13 0.612 0.134 0.48 160 13.33 1.13 0.612 .0.134 =_= 0.48 161 13.42. 1.13 0.612 0.133 - -- 0.48 162 13.50 1.13 0.612 0.132 - -- 0.48 163 •13.58 0.77 0.414 0.132 - -- 0.28. 164 13.67 0.77 0.414 0.131 - -- 0.28 165 13.75 0.77 0.414 0.130 - -- 0.28 166 13.83 0.77 0.414 0.130 - -- 0.28 167 168 13.92 14.00 0.77 '0.77' 0.414 0.414 0.129 0.128 = -_ 0.29 ' 0.29 169 14.08 0.90 0.486 0.128 0.36 170 14.17 0.90 .0.486 0.127 - -- 0.36 171 14.25 0.•90 0.486 0.126 - -- 0.36 172 14.33 0.87 0.468 0.126 - -- 0.34 173 14.42 0.87 0.468 0.125 - 0.34 174 14.56 0.87 0.468 0.124 - -- 0.34 175 14.58 0.87, 0.468 •0.124 - -- 0.34 176 14.67 0.87 0.468 0.123 - -- 0.34 177 14.75 0.87 0.468 0.123 - -- 0.35 178 14.83 .0.83 0.450 0.122 - -- 0.33 179 14.92 0.83 0.450 0.121 - -- 0.33 180 15.00 0..83 0.450 0.121 - -- 0.33 181 15:08 0:80 0.432 0.120 - -- 0.31 182 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- 0.31 184 15:33 0.77 0:414 0.118 - -- 0.30 185 15.42 0.77 0.414 0.118 - -- 0.30 186 15.50 0.77 0.41.4 0.117 - -- 0.30 187 15.58 0.63 0.342 0.116• - -- 0.23 188 15.67 0.63 0.342 0.116 - -- 0.23 189 15.75 0.63' 0.342 0.115 - -- 0.23 190 15.83 0.63 0.342 0.115 - -- 0.23 191 15.92 0.63 0.342 0.114 - -- 0.23 192 16.00 0.63 0.342 0.113 - -- 0.23 193 16.08 .0.13 0.072 0.113 0.019 0.05 194 16.17 0.13 0.012 0.112 0.019 0.05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13 0.072 0.111 0.019 0.05 197 16.42 0.13 0.072 0.111' 0.019 0.05 198 16.50 0.13 0.072 0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16.67 0.10 0.054 0.109 0.014 .0.04 201 16.75 0.10. 0.054 0.108 0.014 0.04 202 16.83 0.10 0.054 0.108 0.014 0.04 203 16:92 0.10 0.054 0.107 0.014 0.04 204 17.00 0.10 0.054 0.107. 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206. 17.17 0.17 0.090 .0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 0.07 208 17.33 0.17 0.090 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090, 0.103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 214 17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13 0.072 0.101 0.019 0.05 216 18.00 0.13 0.072 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.072 0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42" 0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0.05 223 18:58 0.10 0.054 0.097 0.014 0.04 224 18.67 0.10 '0.054 0.097 0.014 0.04 225 18.75 0.10 0.054 0.096 0._014 0.04 226 18.83 0.07 0.036 0.096 0.009 0.03 227 18.92 0.07 0.036 0.095 0.009 0.03 228 19.00 0.67 0.036 0.095 0.009 0.03 229 19.08 0.10. 0.054 0.094 0.014 0.04 230 19.17 0.10 0.054 0.094 0.014 0.04 231 19.25 0.10' 0.054 0.093 0.014 0.04 232 19.33 0.13 0.072 0.093 0.019 0.05 233 19.42 0.13 0.072 0.093 0.019 0.05 234 19.50 0.13 0.072 0.092 0.019 0.05 235 19.58 0.10 0.054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 237 19.75 0.10 0.054 0.091 0.014 0.04. 238 19.83 0.07 0.036 0.090 0.009 0.03 o. 239 19.92 0.07 0.036 0.090 0.009 0.03 240 20.00 0.07 0.036 0.090 0.009 0.03 241 20.08 " 0.,10 0.054 0.089 0.014 0.04 242 20.17 0.10 0,.054 0.089 0.014 0.04 243 20.25 0.10 0.054 0.089 0.014 0.04 244 20.33 0.10 0.054 0.088 0.014 0.04 245 20.42 0.10 0.054 0.088 0.014 0.04 246 20.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0.10 0.054 0.087 0.014 0.04 248 20.67 0.10 0.054 0.087 0.014 0.04 249 20.75 0.10. .0.054 0.086 .0.014 0.04 250 20.83 0.07 0.036 0.086 0.009 0.03 251 20.92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 0.085 0.009 0.03 .253 21.08 0.10 0.054. 0.085 0.014 0.04 254 21.17 0.10 0.054 0.085 0.014 0.04 255 .21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 0.009 0.03 257 21.42 0.07 0..036 0.084 0.009 0.03 .258 21.50 0.07 0.036 0.083 0.009 0.03 259 21.58 0.10 0.054 0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 0.04 261 21.75 0.10 0.054 0.082 0.014 0.04 262 263 21.83, 21.92. 0.07 0.07 0.036 0.036 0.082 0.082 0.009 0.009 0.03 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 0.014 0.04 266 22.17 0.10 0.054 0.081 0.014 0.04 267 22.25 0.10 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036 0.081 0.009. 0.03 269 22.42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 271 22.58 0.07 0.036 0.080 0.009 0.03 272 22.67 0.07 0.036 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079 0.009 0.03 276 23.00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036 0.079 0.009 0.03 278 23.17 0.07 0.036 0.078 0.009 .0.03 279 23.25 0.07 0.036 0.078 0.009 0.03 280 23.33 0.07 0.036 0.078 0.009 0.03 281 23.42 0.07 0.036 0.078 0.009 0.03 282 23.50 0.07 0.036 0.078 0.009 0.03 283 23.58 0.07 0.036 0.078 0.009 0.03 284 23.67 0.07 0.036 0.078 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07. 0.036 0.077 0.009 0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288 24.00 0.07 0.036 0.077 0.009 0.03 Sum = 100.0 Sum 34.6 Flood volume = Effective rainfall 2.8.9(In) times area 5.1(Ac.) /[(In) /(Ft.-)] = 1.2(Ac.Ft) Total soil loss = 1.61(In) Total soil loss = 0:688(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 53522.8 Cubic Feet Total soil loss = 29948.2 Cubic Feet --------7----------------------------------------------------------- Peak flow rate of this hydrograph = 2.471(CFS) • - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - ---- - - - - - -- -- - +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - - - - - - - - - - - -- - - - 24 - H O U R S T O R M" • -- - - - R u - -- n o f,f ------------------------------------------ H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 .. 10.0 0+ 5 0.0007 0.10 Q 0 +10 0.0016 0.14 Q 0 +15 0.0026 0.14 Q 0 +20" 0.0039 0.19 Q 0 +25 0.0053 0.21 Q 0 +30 0.0067 0.21 Q 0 +35 0.0081 0.21 Q .0 +40 0.0095 0.21 Q 0 +45 0.0109 .0.21 Q. 0 +50 0.0127 0.26 VQ 0 +55 0.'0146 0.27 VQ 1+ 0 .0.0165 0.27 VQ 1+ 5 0.0180 0.23 Q 1 +10 0.0195 0.21 Q 1 +15 0.0209 0.21 Q 1 +20 0.0223 0.21 Q 1 +25' 0.0237 0.21 Q 1 +30 0.0251 0..21 Q 1 +35 0.0265 0.21 Q • 1 +40 1 +45 0.0280 0.0294 0.21 0.21 Q Q . 1 +50 0.0311 0.26 IQ I 1 +55 0.0330 0.27 IQ I 2+ 0 0.0349 0.27 IQ I 2+ 5 0.0368 0.27 2 +10 0.0387 0.27 IQ I 2 +15 0.0406 0.27 2 +20 0.0425 0.27 IQ 2 +25 0.0444 0.27 IQ 2 +30 0.0463 0.27 IQ I 2 +35 0.0485 0:32 IQ 2 +40 0.0509 0.34 IQ I 2 +45 0.0532 0.34 IQ I 2 +50 0.0556 0.34 IQ 2 +55 0.0579 0.34 IQ I I 3+ 0 0.0603 IQ I I I_ 3+ 5 0.0627 .0.34 0.34 IQV I 3 +10 0.0650 0.34 IQV I 3 +15 0.0674 0.34 IQV 3 +20 0.069.8 0.34 IQV I' 3 +25 0.0721 0.34 IQV I I I I 3 +30 0.0745 0.34 IQV I' 3 +35, 0.0769 0.34 IQV 3 +40 0.0792 0.34 IQV 3 +45 0.0816 0.34 IQV I I I 3 +50 0.0843 0:39. IQV I - 3 +55 0.0871 0.41 4 + 0 0.0900 0.41 IQV I I I I 4+ 5 0.0928 0.41 IQ V • 4 +10 0.0956 0.41 IQ V 4 +15 0.0985 '0.41 IQ V 4 +20 0.1016 0.46 IQ V I I I I 4 +25 0.1049 0.48 IQ V I I I I 4 +30 0.1083. 0.48 IQ V I I I. 4 +35 0.1116. 0.48 IQ V I I 4 +40 0.1149 0.48 IQ V I I 4 +45 0.1182 0.48 IQ V I • 4 +50 0.1218 0.53 I QV I 4 +55 0.1256 0.55 I Q V I 5 +_0 0.1294 0.55 I Q V I 5+ 5 0.1325 0.45 IQ V. I 5 +10 0.1353, 0.41 IQ V I 5 +15 0.1382 0.41 IQ V I 5 +20 0.1413 0.46 IQ V I 5 +25 0.1446 0.48 IQ V I 5 +30 0.1480 0.48 IQ V I 5 +35 0.1516 0.53 I Q V I 5 +40 0.1554 0.55 I Q V 5 +45 0.1592 0.55 I Q V 5 +50 0.1629 0.55 I Q V 5 +55 0.1667 0.55 I,Q V 6+ 0 0.1705 0.55 I Q V 6+ 5 0.1746 0.60 I Q V 6 +10 0.1789 0.62 I Q V 6 +15 0.1831 0.62 I Q V 6 +20 0.1874 0.62 I Q V 6 +25 0.1916 0.62 I Q V 6 +30 0.1959 0.62 I Q V 6 +35 0.2005 0.67 I Q V 6 +40 0.2052 0.69 I Q V. 6 +45 0.2100 0.69 I Q V 6 +50 0.2147 0.69 I Q V 6 +55 0.2194 0.69 I Q V 7+ 0 0.2241 0.69 I Q V 7+ 5 0.2289 0.69 I Q V . 7 +10 7 +15 0.2336 0.2383 0.69 0.69 I Q V I Q V. 7 +20 0.2399 0.22 Q V 7 +25 0.2402 0.05 Q V 7 +30 0.2405 0.05 Q V 7 +35 0.2414 0.12 Q V 7 +40 0.2424 0.15 Q V 7 +45 0.2435 0.16 Q V 7 +50 0.2451 0.23 Q V 7 +55 0.2468 0.26 IQ V I 8+ 0 0.2486 0.26 IQ V . 8+ 5 0.2514 0.40 IQ V I 8 +10 0.2545 0.46 IQ V I 8 +15 0.2577 0.46 IQ V I 8 +20 0.2609 _. 0.47 IQ V I 8 +25 0.2642 0.47 IQ V I 8 +30 0.2674 0.47 IQ V I 8 +35 0.2712 0:55 I Q V I 8 +40 0.2752 0.58 I Q V I 8 +45 0.2791 0.58 I Q VI 8 +50 0.2836 0.65 I Q VI 8 +55 0.2883 0..68 I Q VI 9+.o 0.2930 0.69 I Q VI 9+ 5 0.2987 0.82 I Q VI 9 +10 0.3048 0.88 I Q VI 9 +15 0.3108 0.88 I Q V 9 +20 0.3174 0.95 I Q V . 9 +25 0.3242 0•.98 I Q V 9 +30 0.3310 0.99 I Q V 9 +35 0.3383 1.06 I Q IV. 9 +40 0.3458 1.09 I Q IV 9 +45 0.3533 1.09 I Q IV 9 +50 0.3614 1.16 I Q IV 9 +55 0.3696 .1.19 I Q I V 10+ 0 0.3778 1.20. I Q I V 10+ 5 0.3829 0.74 I Q I V 10 +10 0.3868 0.56 I Q I V Q Q Q Q Q Q Q Q Q Q' Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v. v v v v v v v v v v v v v v v v v v v v v v v v v v. v v v v v v v v I FA v v v v v v v v v v v 10 +15 10 +20 0.3 966 0.3945 0.56 0.57 10 +25 0.3985 .0..57 10 +30 0.4024 0.57 10 +35 0.4087 0.91 10 +40 0.4159 1.05 10 +45 0.4231 1.05 10 +50 0.4304 1.05 10 +55 0.4376 1.06 11+ 0 0.4450 1.06 11+ 5 0.4518 1.00 11 +10 0.4586 0.98 11 +15 0.4653 0.98 11 +20 0.4721 0.98 11 +25' 0.4789 0•.99 11 +30 0.4857 0.99 11 +35 .0.4917 0.86 11 +40 0.4973• 0.81 11 +45 0.5029 0.82 11 +50 0.5090 0.8 .9 11 +55 0.5153 0.92 12+ 0 0.5217 0.92 12+ 5 0.5313 1.39 12 +10, 0.542.1 1.58 12 +15 0.5530 1.58 12 +20 0.5644 1.65 12 +25 0.5760 1.68 12 +30 0.5876 1.69 12 +35 0.6002 1.82 12 +40 0.6131 11.88 12 +45 0.6261 1.88 12 +50 0.6395. 1.95 12 +55 0.6532 1.98 13+ 0 0.6668 1.99 13+ 5. 0.6828 2.32 13 +10 0.6998 2.46 13 +15 0.7167 2.46 13 +20 0.7337 2.46 13 +25 0.7507 2•.47 13 ±30 0.7677 2.47 13 +35 0.7797 1.74 13 +40 0.7897 1.46 13 +45 0.7998 1.46 13 +50 0.8.099 1.46 13 +55 0.8200. 1.47 14+ 0 0.8301 1.47 14+ 5 0.8421 1.74 14 +10 0.8548 1.85 14 +15 .0.8676 1.85 14 +20 0.8799 1.79. .14 +25 0.8921 1.77 14 +30 0.9042 1.77 14 +35 0.9165 1.77 14 +40 0.9287 1.78 14 +45 0.9409 1.78 14 +50 0.9528 1.72 14 +55- 0.9644 1.69 15+ 0 .0.9761 1.70 15+ 5 0.9873 1.63 • 15 +10 0.9984 1.61 15 +15 1.0095 1.61 15 +20 1.0202 1.55 15 +25 1.0307 1.53 15 +30 1.0413 1.53 15 +35 1.0500 1.27 15 +40 1.0580 1.16 Q Q Q Q Q Q Q Q Q Q' Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v. v v v v v v v v v v v v v v v v v v v v v v v v v v. v v v v v v v v I FA v v v v v v v v v v v V V V V V I V V V V V V V . V V V V V V V V V V. V V V V V V V v 'I V V V V V v I V V V V V V V V V V V V V V V V V V V V V V V V V V V V 15 +45 15 +50 1.0660 1.0741 .1.17 1.17 I Q I Q 15 +55 1.0822 '1.17 I Q 16+ 0 1.0903 1.18 I Q 16+ 5 1.0939 0.53 I Q 16 +10 1.0958 0.27 IQ 16 +15 1.0977 0.27 IQ 16 +20 1.0996 0.27 IQ 16 +25 1.1015. 0.27 IQ 16 +30 1.1034 .0.27 IQ 16 ±35 1.1049 0.23. Q 16 +40 1.1064 0.21 Q 16 +45 1.1078 0.21 Q •16 +50. 1.1092 0.21 Q .16 +55 1.1106 0.21 Q 17+ 0 1.1120 0..21 Q 17+ 5 1.1141 0.30 IQ 17 +10 1.1165 0.34 IQ 17 +15 1.1189 0.34 IQ 17 +20 1.1212 0.34 IQ 17 +25 1.1236 0:34. IQ 17 +30 1.1260 0.34 IQ, 17 +35 1.1283 0.34 IQ 17 +40 1.1307 0.34 IQ 17 +45 1.1330 0.34 IQ 17 +50 1.1351 0.29 IQ 17 +55 1.1370 0.27 IQ 18+ 0 1.1388 0.27 IQ 18+ 5 1.1407 0.27 IQ 18 +10 1.1426 0.27 IQ 18 +15 1.1445 0.27 IQ 18 +20 1.1464 0.27 IQ 18 +25 1.1483 0.27 IQ 18 +30 1.1502 0.27 IQ 18 +35 1.1517 0.23 Q' 18 +40 1.1532 0.21 Q 18 +45 1.1546 0.21 Q 18 +50 1.1557 0.16 Q 18 +55 1.1566 0.14 Q 19+ 0 1.1575 0.14 Q 19+ 5 1.158,8 0.19 Q 19 +10 1.1602 0.21 Q 19 +15 1.1617 0.21 Q 19 +20 1.1634 0.26 IQ 19 +25 1.1653. 0.27 IQ 19 +30 1.1672 0.27 IQ 19 +35 1.1688 0.23 Q 19 +40 1.1702 0.21 Q 19 +45 1.1716 0.21 Q 19 +50 1.1727 0.16 Q 19 +55 1.1736 0.14 Q 20+.0 1.1746 0.14 Q 20+ 5 1.1758 0.19 Q 20 +10 1.1773 0.21 Q 20 +15 1.1787 0.21 Q . 20 +20 1.1801 0.21 Q 20 +25 1.1815 0.21 Q 20 +30 1.1829 0.21 Q 20 +35 1.1844 0.21 Q 20 +40 1.1858 0.21 Q 2.0 +45 1.1872 0.21 Q 20 +50 1.1883 0.16 Q .20 +55 1.1892 0.14 Q 21+ 0 1.1902 0.14 Q 21+ 5 .1.1914 0.19 Q 21 +10 1.1929 0.21 Q V V V V V I V V V V V V V . V V V V V V V V V V. V V V V V V V v 'I V V V V V v I V V V V V V V V V V V V V V V V V V V V V V V V V V V V 21 +15 1.1943 0.21 Q I I I V 21 +20 1.1954 0.16 Q I I I V 21 +2.5 1.1963 0.14 Q I I I V. 21 +30 1.1973 0.14 Q I I I V 21 +35 1.1985 0.19 Q I I I V - 21 +40 1.2000 0.21 Q I I I V 21 +45 -1.2014 0.21 Q I I I V I 21 +50 1.2025 0.16 Q I I I. V 21 +55 1.2034 0.14 Q I I I.' V 22± 0 1.2043 0.14 Q I' I I V 22+ 5 1.2056 0..19 Q I I I V 22 +10 1.2070 0.21 Q I I I V 22 +15 1.2085 0.21 Q I I I V 22 +20 1.2095 0.16 Q I I I V 22 +25 1.2105 0.14 Q I I I V 22 +30 1.2.114' 0.14 Q 22 +35 1.2124 0.14 Q I I I V 22 +40 1.2133 0.14 Q 22 +45 1.2143 0.14 Q i i i V '22 +50 1.2152 0.14 Q I I I V 22 +55 1.2162 0.14 Q I ) I' V 23+ 0 1.2171 0. -14 Q I I I V 23+ 5 1.2180 0.14. Q 23 +10 1.2190 6.14 Q i i i V 23 +15 1.2199 0.14 Q 23 +20 1.2209 0..14 Q I I I V 23 +25 - 1.2218 0.14 Q I I I V 23 +30 1.2228 0.1.4 Q I I L v 23 +35 1.2237. 0.14 Q 23 +40 1.2247 0.14 Q i i. i V 23 +45 1.2256 0.14 Q I I V 23 +50 1.2266 0.14 Q i 23 +55 1.2275 0.14. Q I I I V 24+ 0 1.2284 0.114 Q I I I V 24+ 5 -------------- 1.2287 - ----- - ---------------------- 0.04 Q I - --------------- I I V - ----------- • • • U n i t H y d r o g r a p h A n a l y s i s Copyright.(c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: 32070c6100.out Retention Basin #3 6- hour,duration, 100 -year storm event ++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - -- - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input. Units Used English Rainfall Data.(Inches) Input Values Used English Units used.in output format ---------=----------------------------------- ------------------------ - ------------------------ - ------------------------------------------- Drainage Area = 5.11(Ac.) = 0.008 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 5.11(Ac.) = 0.008 Sq. Mi. Length.along longest watercourse:= 315.00(Ft.) Length along longest watercourse measured to centroid = 125.00(Ft.) Length along longest watercourse = 0.060 Mi. Length along longest watercourse measured to centroid = 0.024 Mi. Difference in elevation = 6.60(Ft.) Slope along watercourse = 110.6286 Ft. /Mi. Average Manning's IN'— 0.020 Lag time = 0.016 Hr. Lag time = 0.97 Min. 25% of lag time = 0.24 Min. 40% of lag time 0.39 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 5.11 1.00 5.11 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 5.11 2.50 12.78 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain:= 2.500(In) • Sub -Area Data: Area(Ac..) Runoff Index Impervious % 5.110 .32.00 0.800 Total Area Entered = 5.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.01 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve -----------------'--------------------------------------------------- Unit Hydrograph Data ----------------------------------------- Unit time period Time % of lag --------------------------- Distribution Unit Hydrograph (hrs) -------=------------------------------------------------------------- Graph % (CFS) 1 0.083 513.961 71.786 3.697 2' 0.167 1027.922 28.214 1.•453 ----------------------------------------------------------------- Sum = 100.000 Sum= 5.150 - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.150 0.154 0.039 0.11 2 0.17 0.60 0.180 0.154 - -- 0.03 3 0.25 0.60. 0.180 0.154 - -- 0.03 4 0.33 0.60 0.180 0.154 - -- 0.03 5 0.42 0.60 0.180 0.154 - -- 0.03 6 0.50 0.70 0.210 0.154. - -- 0.06 7 0.58 0.70 0.210 0.154 -- 0.06 8 .0.67 0.70 0.210 .0.154 - -- 0.06 9 0.75 0.70 0.210 0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0..06 11 0.92 0.70 0.210 0.154 - -- 0.06 12 1.00 0.80 0.240 0.154 - -- 0.09 13 1.08 0.80 0.240 0.154 - -.- 0.09 14 1.17 0.80 0.240. 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 16 1.33 0.80 0.240 0.154 - -- 0.09 17 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80 0.240 0.154 - -- 0.09 19 1.58 0.80 0.240 0.154 - -- 0.09 20 1.67 0.80 0.240 0.154 - -- 0.09 21, 1.75 0.80 0.240 0.154 - -- 0.09 22 1.83 0.80 0.240 0.154 - -- 0.09 23 1.92 0.80 0.240 0.154 - -- 0.09 24 2.00 0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.240 0.154 - -- 0.09 26 2.17 0.90 0.270 0.154 - -- 0.12 27 2.25 0.90 0.270 0.154 - -- 0.12 • 28 2.33 0.90 0.270 0.154 - -- 0.12 29 2.42 0.90 0.270 0.154 - -- 0.12 30 2.50 0:90 0.270 0.154 - -- 0.12 31 2.58 0.90 0.270 0.154 - -- 0.12 32 2.67 0.90 0.270 0.154 - -- 0.12 33 2.75 1.00 0.300 0.154 - -- 0.15• 34 2.83 1.00 0.300 0.154 - -- 0.15 • 35 36 2.92 3.00 1.00 1.00 0..300 0.300 0.154 - -- 0.154 0.15 0.15 37 3.08 1.00 0.300 0.154 0.15 38 3.17 1.10 0.330 0.154 - -- 0.18 39 3.25 1.10 0.330 0.154 - -- 0.18 40 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0.21 42 3.50 1.30 0.390 0.154 - -- 0.24 43 3.58 1.40 0.420 0.154 - -- 0.27 44 3.67 1.40 0.420 0.154 - -- 0.27 45 3.75 1.50 0.450 0.154 - -- 0.30 46 3.83 1.50 0.450 0.154 - -- 0.30 47 3.92 1.60 0.480 0.154 - -- 0.33 48 4.00 1.60 0.480 0.154 - -- 0.33 49 4.08 1.70 0.510 0.154 - -- 0.36 50 4.17 1.80 0.540 0.154 --- 0.39. 51 4.25. 1.90 .0.570 0.154 - -- 0.42 52 4.33 2.00 0.600 0.154 - -- 0.45 53 4.42 2.10 0.630 0.154 - -- 0.48 54 4.50 2.10 0.630 0.154 - -- 0.48 . 55 4.58 2.20 0.660. 0.154 - -- •0.51 56 4.67 2.30 0.690 0.154 - -- 0 ".54 57 .4.75 2.40 0.720 0.154 - -- 0.57 58 4.83 2.40 0.720 0.154 - -- 0.57 59 4.92 2.50 0.750 0.154 - -- 0.60 60 5.00 2.60 0.780 0.154 - -- 0.63 61 .5.08 3.10 0.930 0.154 - -- 0:78 62 5.17 3.60 1.080 0.154 - -- 0.93 63 5.25 3.90 1:170 0.154 - -- 1.02 64 5.33 4.20 1.260 0.154 1.11 • 65 5.42. 4.70 1.410 =-- 0.154 1.26 66 5.50 5.60 1.680 0.154 - -- 1.53 67 5.58 1:90 0.570 0.154 - -- 0.42 68 5.67 0.90 0.270 0.154 - -- 0.12 69 5.75 0:60 0.180 0.154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall 1.62(In) times area 5.1(Ac.) /[(In) /(Ft.)] = 0.7(Ac.Ft) Total soil loss = 0.88(In) Total soil loss = 0.377(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 29957.1 Cubic Feet Total soil loss = .16415.3 Cubic Feet -------------------------------------------------------------------- Peak ----------------=--------------------------------------------------- flow rate of this hydrograph = 7.468(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ . . 6 - H O U R S T O R M ----------- R u ---------------------------------------------------------- n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) ----------------------------------------------------- Volume.Ac.Ft Q(CFS) 0 - -------------- 2.5 5.0 7.5 10.0 ----------------------'------------------------ 0+ 5 0.0028 0.41 VQ ------------------------- • 0 +10 0.0046 0.26 VQ 0 +15 0.0055 0.13 Q 0 +20 0..0064 0.13 Q 0 +25 0.0073 0.13 Q 0 +30 0.0090 0.24 Q 0 +35 .0.0110 0.29 VQ I , 0 +40 0.0129 0,29 VQ 0 +45 0.0149 0.29 VQ 0 +50 0.0169 0:29- VQ 0 +55. 0.0188 0.29 IQ 1+ 0 0.0216 0.40 1+ 5 0.0246 0.44 iQ 1 +10 0.0276. 0.44 1 +15 0.0307 0.44 iQ 1 +20 0.0337 0.44 1 +25 0.0368 0.44 V IQ 1 +30 0.0398 0.44 IQV 1 +35 0.0428 0.44 IQV 1 +40 0.0459 0.44 IQV 1 +45 0.0489 0.44 IQV 1 +50 0.0519 0.44 IQ V 1 +55 0.0550 0.44 Q' V. 2+ 0 0.0588 0.55 2+ 5 0.0621 0.48 IQ V 2 +10 ..0.065.9 0.5.5 I QV 2 +15 0.0700 .0.60 I Q V- 2+20 0.0741 ..0.60 I Q V. 2 +25 0.0782 0.60 I Q V 2 +30 0.0823 0.60 I Q V 2 +35 0.0864 0.60 I•Q V 2 +40 0.0905 0.60 QQ 2 +45 0.0954 0.71 i V 2 +50 0.1005 0.75. I Q .V 2 +55 0.1057 0:75 3+ 0 0.1109 0.75 I Q V 3+ 5 0.1160 0.75 V QQ 3 +10 0..1220 0.86 i V 3 +15 0.1282 0.90 I Q V 3 +20. 0.1344 0.90 QQ VV 3 +25 0.1414 1.02 i 3 +30 0.1495 1.17 VVI 3 +35 0.1586 1.32 I 4Q 3 +40 0.1680 1.37 I Q V. 3 +45 0.1782 1.48 I Q V . 3 +50 0.1887 1.52 I Q. V I I. 3 +55 0.1999 1.63 I Q IV 4+ 0 0.2115 1.68 Q I V. 4+ 5 0.2238 1.79 I' Q I V 4 +10 0.2372 1..94 Q V 4 +15 0.2516 2.10 I Q I V 4 +20 0.2671 2.25 QI V 4 +25 0.2837 2.41 I QI V .4 +30 0.3006 2.45 I QI V I I 4 +35 0.3182 2.56, I Q V I I 4 +40 0.3369 2.72 VI I 4 +45 0.3567 2.87 I IQ V I 4 +50 0.3768 2.91 I IQ IV I 4 +55 0.3976 3.02 V 5+ 0 0.4195 3.18 I i Q V 5+ 5 0.4455 3.78 I I Q I V I 5 +10 0.4769 4.55 I I Q I V I 5 +15 0.5120 5.10 I I Q VI 5 +20 0.5503 5.57 I I I Q I V 5 +25 0.5934 6.25 Q V 5 +30 0.6448 7.47 i 1 QI. V I 5 +35 0.6707 3.75 i Q • 5 +40 0.6778 1.03 Q I I I VI 5 +45 0.6796 0.26. IQ I I I VI 5 +50 0.6827 0.45 IQ VI 5 +55 0.6855 0.41 IQ I I I M. 6+ 0 0.6873 .0.26 IQ 5 V 6+ 0.6877 .0.06 Q I I I V U n i t H y d r o g r a -p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/.05 File: 32070c3100.out Retention Basin #3 3 -hour duration, 100 -year storm. +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 ---------------------------------=----------------------------------- English (in -lb) Input.Units Used English Rainfall Data'.(Inches) Input Values Used English Units used in output format ---------=----------------------------------------------------------- Drainage Area = 5.11(Ac.) = 0.008 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 5.11(Ac.) _ Sq. Mi. Length along longest watercourse.= 315.00(Ft.) Length along longest watercourse measured to centroid = 125.00(Ft.) Length along longest watercourse = 0.060 Mi. Length along longest watercourse measured to centroid = 0.024 Mi. Difference in elevation = 6.60(Ft.) Slope along watercourse = 110.6286 Ft. /Mi. Average Manning's IN' 0.020 Lag time = 0.016 Hr. Lag time = 0.97 Min 25% of lag time = 0.24 Min. 40% of lag time = 0.39 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 5.11 0:70 3.58 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 5.11 2.20 11.24 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor 100.00 Adjusted average point rain.'= 2.200(In) 0.. 008 Sub -Area Data: Area(Ac.) Runoff Index Impervious % 5.110 32.00 0.800 Total Area Entered,= 5.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F.. AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) ..32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F).= 0.15.4 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate -- - - - - - - - - - - - - -- - (decimal) = - - - - - - - - - - - - - - - - 0.260 . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Unit H_ydrograp.h DESERT S -Curve Unit - Hydrograph Data -- - - - - - - - - - - - - - - Unit time period. - - - - - - - - - - -- - - - - Time.% of" lag - - - - - - - - - - - - - - - - - Distribution - - - - - - - - - - - - - - - - - - - Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 513.961 71.786 3.697 2 0.167 1027.922 28.214 1.453 Sum = 100.000 Sum = 5.150 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective . (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.343 0.154 - -- 0.19 2 0.17 1.30 0.343 .0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6 0.50 1.80 0.475 0.154 - -- 0.32 . 7 0.58 1.50 0.396 0.154 - -- 0.24 8 0.67 1.80 0.4.75 0.154 - -- 0.32. 9 0.75 1.80 0.475 0.154 - -- 0:32 10 0.83 1.50 0.396- 0.154. - -- 0.24 11 0.92 1.60 0.422 0.154 - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0.581 0.154 - -- 0.43 14 1.17 2.20 0.581 0.154 - -- 0.43 15 1.25 2.20 0.581 0.154 - -- 0.43 16 1.33 2.00 0.528 0.154 - -= 0.37 17 1.42 2.60 0.686 0.154 - -- 0.53 18 1.50 2.70 0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154 - -- 0.48 20 1.67 2.70 0.713 0.154 - -- 0.56 21 1.75 3.30 0.871 0.154 - -- 0.72 22 1.83 3.10 0.818 0.154 - -- 0.66 23 1.92 2.90 0.766 0.154 - -- 0.61 24 2.00 3.00 0.792 0.154 - -- 0.64 25 2.08 3.10 0.818 0.154 - -- 0.66' 26 2.17 4.20 1.109 0.154 - -- 0.95 27 2.25 5.00 1.320 0.154 1.17 • 28 2.33 3.50 0.924 0.154 - -- 0.77 29 2.42 6.80 1.795 0.154 - -- 1.64 30 2.50 7.30 1.927 0.154 - -- 1.77 31 2.58 8.20 2.165 0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- 1.40. 33 2.75 2.00. 0.528 0.154 - -- 0.37 34 2.83 1.80 0•.475 0.154 - -- 0.32 35 2.92 36 3.00 1.80 0.60 0.475 0.154 - -- 0..3.2 0.158 0.154 - -- 0.00 Sum. = 100.0 Sum = 20:8 Flood volume = Effective rainfall 1.74(In) times area 5.1(Ac.) /[(In) /(Ft.)] = 0,7(Ac..Ft), Total soil loss = 0.46(In) Total soil loss = 0.197(Ac.Ft) Total rainfall = 2.20(In) Flood volume= 32212.8 Cubic Feet Total soil loss = 8594.7 Cubic.Feet Peak flow rate of this hydrograph = 10,-013(CFS) ++++++++++++++++++++++++++++++++++++++ + + + + +. + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f. H y d r o g r a p h Hydrograph in .5. Minute intervals ((CFS,)). Time(h +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0048 0.70 VQ 0 +10 0.0115. 0.97 VQ ...0+15 0.0169 0.78 VQ 0 +20 0.0244 .1.09 IVQ 0 +25 0.0329 1.24 IVQ I I 0 +30 0.0435 1.54 ..I VQ 0 +35 0.0529 1.36 I Q 0 +40 0.0635 1.54 I Q 0 +45 0.0749 1.65 Q 0 +'50 0.0842 1.36 I Q V _0 +55 0.0935 1.34 I.Q V I. 1+ 0 0.1043 1.58 QQVV 1+ 5 0.1184 2.04 I 1 +10 0.1335 2.20 I Q V 1 +15 0.1487 2.20 I Q V 1 +20 0.1624 2.00 I Q V 1 +25 0.1797 2:51 Q VI I I I 1 +30 0.1993 2.84 I Q V I I I 1 +35 0.2171 2.58 I Q IV I I 1 +40 0.2361 2.76 I Q I V I 1 ±45 0.2599 3.46 I Q I V 1 +50 0.2840 3.50 I Q I V 1 +55 0.3063 3.23 I. Q I V 2+ 0 0.3286 3.25 I Q I V 2+ 5 0.3519 .3.38 I Q I VI I I 2 +10 0.3829 4.50 I Q I V I I 2 +15 0.4221 5.70 I IQ,. I V I I 2 +20 0.4534 4.54 I QI I V I I 2 +25 0.5029 7.19. I I Q I V 2 +30 0.5645 8.94 I I Q I V I 2 +35 0.6334 10.01 I I' Q I V 2 +40 0.6893 8.11 I I Q I I V 2 +45 0.7129 3.42 I Q I I I V I 2 +50 0.7248 1.73 I Q I I I VI 2 +55 0.7362 1.65 I Q I I I. VI 3+ 0 0.7395 0.48 Q I I I VI. 3.+ 5 --------------- 0.7395 = ---------------------------------------------- 0.01 Q I I I.. --------- V • • FLOOD HYDROGRAPH ROUTING PROGRAM.. Copyright '(c) CIVILCADD /CIVILDESIGN, 1989 - 2001' Study date: 07/28/05 Retention Basin #4 100 -year storm, 24 -hour duration ------------------------------------------------=-------------- - - - - =- MDS Consulting, Irvine, CA - SIN 841 ----------------------------------------- ----------------------- ---- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 3207Of24100.rte .******* * * * ** ** * ** ** ** * * * * * * *HYDROGRAPH DATA ** * * * ** * * ** * *.** ** ** * * ** * ** ** Number of intervals = 289 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.459 (CFS) ..Total volume = 0.228 (Ac.Ft) Status of hydrographs being held in storage Stream.l Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000• 0.000 0.000 .0.000. 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station Q.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow - storage data Total number of inflow hydrograph intervals 289 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) - - - - -- Initial basin storage = 0.00 (Ac.Ft) Initial basin -=------------------------------------------------------------------- outflow =. 0.00 (CFS) -------------------------------------------------------------------- Depth vs.. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft.) -------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 - ------------------------------ 0.000 0.000' 1.000 0.023 0.024 0.023 0.023. 2.000 0.046 0.025 0.046 0.046 3.000 0.069 0.026 0.069 0.069 4.000 0.093 0.027 0.093 0.093 5.000 0.116 0.028 0.116 0.116 6.000 0.139 0.029 0.139 0.139 7.000 0.161 0.030 0.161 0.161 8.000 0.180 0.031 0.180 .0.180. 000 0192- 0.192 0. 192 - - - -9. - - - - -- - - Hydrograph --------------------------------------------------------------- - - -0.032 ------ ---- - Detention Basin Routing - - ----- - - - - -- - - - - -- Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.1 0.23 0.34 0.46 (Ft.) • 0.083 0.02 0.00 0.000 OI I I I I 0.00 0.167 0.03 0.00 0.000 OI I I I I 0.01 0.250 0.03 0.00 0.000 0I I I I I 0.02 0.333' '0.04 0.00 0.001 0 I I I I I. 0.03 0.417 0.04 0.00 0.001 0 I I I I I 0.04 0.500 0.04 0.00 0.001 0 I I I I I 0.05 0.583 0.04 0.00 0.001 0 I I I I I 0.06 0.667 0.04 0.00 0.002 O I I I I I 0.07 0.750 0.04 0.00 0.002 O I I I I I 0.08 0.833 0.05 0.00 0.002 O I I I I I 0:09 0.917 0.05 0.00 0.002 O 1 I I I I 0.11 1.000 0.05 0.00 0.003 O I I I I I 0.12 1.083 0.04 0.00. 0.003 O I I I I I 0.13_ 1.167 0.04 0.00 0.003 .0 I I I I I 0.15. 1.250 0.04 .0.00 0.004 O I I I I I 0.16 1.333 0.04 0.00 0.004 0 I I I I I 0.17 1.417 0.04 0.00 0.004 0 I I ( I I 0.18 1.500 0.04 0.00 0.004 0 I I. I I ( 0.19 1.583 0.04 0.00 0.005 O ,I I I I I 0.20 1.667 0.04 0.00 0.005 O I I I I I 0.21 1.750 0.04 0.01 0.005 0 I I I I I 0.22 1.833 0.05 0.01 0.005 0 I I ( I I 0.23 1.917 0.05 0.01 0.006 0 I I I I I 0.24 2.000 0.05 0.01 0.006 0 I I I I I 0.25 2.083 0.05 .0.01 0.006 O I I I I 1 0.27 2.167 0.05 0.01 0.006 .0 I I I I I' 0.28 2.250 0.05 0.01' 0.007 0 I I I I I 0,29 2.333 0.05 0.01 0.007 0 I I I I I 0.31 2.417 0.05. 0.01 0.007 0 I I I I I 0.32 2.500 0.05 0.01 0.008 0 I I I I I 0.33 2.583 0.06 0.01 0.008 O I I I I I 0.35 2.667 0.06 0.01 0.008 0 I I I I I 0.36 2.750 0.06 0.01 0.009 0 I I I I. I 0.38 2.833 0.06 0.01 0.009 O I I I I I 0.40 2.917 0.06 0.01 0.010 0 I I I I I 0.41 3.000 0.06 0.01 0.010 0 I I I I I 0.43 3.083 0.06 0.01 ,0.010 0 I I I I I 0.45 3.167 0.06 0.01 0.011 0 I I I I I 0.46 3.250 0.06 0.01 0.011 O I I I I I 0.48 3.333 0.06 0.01 0.011 O I I I I I 0.49 3.417 0.06 0.01 0.012 0 I I I I I 0.51 3.500 0.06. 0.01 0.012 O I I I I. I 0.52 3.583 0.06 0.01 0.012 O I I I I I 0.54 3.667 0.06 0.01 0.013 O I I I I' I 0.55 3.750 0.06 0.01 0.013 0 I I I I I 0.57 3.833 0.07 0.01 0.013 0 I I I I I 0.59 3.917 0.08 0.01 0.014 IO I I I I I 0.60 4.000 0.08 0.01 0.014 IO I I I I I 0.62 4.083 0.08 0.02 0.015 I0. I I I I I 0.64 4.167 0.08 0.02 0.015 IO I I I I I 4.250 0.08 0.02 0.016 IO I I I I .0.66 I 0.68 4.333 0.09 0.02 0.016 IO- I I I I I 0.70 4.417 0.09 0.02 0.017 IO I I I I I 0.72 4.500 0.09 0.02 0.017 IO I I I I I 0.74 4.583 0.09 0.02 0.017 IO I I I I I 0.76 4.667 0.09 0.02 0.018 10 I I I I I 0.78 4.750 0.09 0.02 0.018 IO I I I I I 0.80 4.833 0.10 0•.02 0.019 IO I I I I I 0.83 4.917 0.10 0.02 0.020 IO II I I I 0.85 5.000 0.10 0.02 0.020 IO II I I I 0.87 5-.083 0.08 0.02 0.021 IO I I I I I 0.89 5.167 0.08 0.02 0.021 IO I I I I I 0.91 5.250 0.08 0.02 0.021 IO I .I I I I 0.93 5.333 0.09 0.02 0.022 10' I I I I I 0.95 5.417 0.09 0.02 0.022 IO I 1 I I I 0.97 • C7 11 5.500 0 . 0 9 0.02 .0.023 1 I I I I I 0.99 5.583 0.10 0.02 0.023 IO I I I I I 1.01 5.667 0.10 0.02 0.024 IO II I I I 1.03 5.750 0.10 0.02 0.024 IO II I I I 1.05 5.833 0.10 0.02 0.025 IO II I I I 1.08 5.917 0.10 0.02 0.025. IO II I I I 1.10, 6.000 0.10 0.02 0.026 IO II I I I 1.12 6.083 0.11 0.02 0.026 IO II I I I 1.15 6.167 0.11 0.02 0.027 IO II I I I 1.17 6.250 0.11 0.02 0.028 IO II I I I 1.20 6.333 0.11 .0.02. 0.028 IO II I I I 1.23 6.417. 0.11 0.02 0.029 IO II I I I .1.26 6.500 0.11 0.02 0.030 IO II I I. I 1.28 6.583 0.12 .0.02 0.030-.10 I I I I 1.31 6.667 0.13 0.02 0.031 IO I I I I 1.34 6.750 0.13 0.02 0.032 IO I I I I 1.37 6.833 - 0.13 0.02 0.032 IO I I I' I 1.40 6.917 0.13 0.02 0.033 IO I I. I I. 1.43 7.000 0.13 0.02 0.034 IO I I I I 1.47 7.083 0.13 0.02 0.034 IO I I I I 1.50 7.167 0.13 0.02 0.035 IO I I I. I 1.53 7.250 0.13 0.02 0.036 10 I I I I 1.56 7.333 0.04 0.02 0.036 IO2 I I I I 1.58 7.417 0.01 0.02 0.036 IO I I I I 1.57 7.500 0.01 0.02 0.036 IO I I I I •1.57 7.583 0.02 0.02 0.036 Io I I I. I 1.57 7.667 0.03 0.02 0.036 10 I I I I 1.57 7.750 0..03 0.02 0.036 IOI. I I I. I 1.57 7.833 0.04 0.02 0.036 IO I I I I I 1.57 7.917 0.05 0.02 .0.036 IO I I I I I 1.58 8.000 0.05 0.02 0.036 IO I I I I I 1.59' 8.083 0.08 0.02 0.037 IO I I I I I 1.60 8.167 0.08 0.02 0.037 IO I I I I 1.61 8.250 0.09 0.02 0.038 IO .I I I I I I 1.63 8.333 0.09 0.02 0.038 IO I I I I I 1.65 8.417 0.09 0.02 0.038 IO I I I I I 1.67 8.500 0.09 0.02 0.039 IO I I I I I 1.69 8.583 0.10 0.02 0.039 IO II I I I 1.71 8.667 0.11 0.02 0.040 IO II I I I 1.73 8.750 0.11 0.02 0.040 IO II I I I 1.76 8.833 0.12 0.02 0.041• IO I' I I I 1.79 8.917 0.13 0.02 0.042 IO I I I I 1.81. 9.000 0.13 0.02 0.042 IO I I I I 1.85 9.083 0.15 0.02 0.043 IO I I I I I 1.88 9:167 0.16 0.02 0.044 I0 I I I I I 1.92 9.250 0.16 0.02 0.045 IO I I I I I 1.96 9.333 0.18 0.03 0.046 IO I I I I I 2.01 9.417 0.18 0.03 0.047 IO I I I I I 2.05 9.500 0.18 0.03 0.048. IO ( I I I I 2.10 9.583 .0.20 0.03 0.049 IO I' I I I I 2.15 9.667 0.20 0.03 0.051 Io I I I I I 2.20 9.750 0.20 0.03 0.052 IO I I I I I 2.26 9.833 0.22 0.03 0.053 IO I II I I 2.31 9.917 0.22 0.03 0.054 IO I II I I 2.37 10.000 0.22 0.03 0.056 IO I II I I 2.43 10.083 0.13 0.03 0.057 10 II I I I 2.47 10.167 0.10 0.03 0.058 .IO II I I I 2.50 10.250 0.10 0.03 0.058 IO II I I I 2.52' 10.333 0.11 0.03 0.059 IO II I I I 2.55 10.417 0.11 0..03 0.059 IO II I I I 2.57 10.500 0.11 0.03 0.060 I0. II I I I 2.60 10.583 0.17 0.03 0.061 IO I I I I I 2.63 10.667 0.19 0.03 0.062 IO I I I I I 2.68 10.750 0.20 0.03 0.063 IO I I I I I 2.73 10.833 0.20 0.03 0.064 Io I I I I I 2.78 10.917. 0.20 0.03 0.065 IO I 1 1 1 1 2.83 11.000 0.20 0.03 0.066 IO I I I I I 2.88 11.083 0.18 0.03 0.067 IO I I I I I 2.93 11.167 0.18 0.03 .0.069 IO I I I. I I 2.98 11.250 0.18 0.03 0.070 IO I I I I I 3.02 11.333 0.18 0.03 0.071 IO I I I I I 3.07 11.417 0.18 0.03 0.072 10 I I I I I 3.11 11.500 0.18 0.03 0.073 IO I I I I I 3.16 11.583 0.16 0.03 0.074 IO I I I I I 3.20 11.667 0.15 0.03 0.075 IO I I I I I 3.24 11.750 0.15 0.03 0.076 IO I I I I I 3.27 11.833 0.17 0.03 •0.076 IO I I I I I 3.31 11.917 0.17 0.03 0.077 IO I I I I I 3.35 12.000 0.17 .0.03 0.078 IO I I I I I 3.39 ' 12.083 0.27 .0.03 0.080 IO . I I I I I 3.45 12.167 0.29 0.03 0.082 IO I I I I I 3.52 12.250 0.29' 0.03 0.083 IO I I I I I 3.60 12.333 0.31 0.03 0.085 IO I I I I I 3.68 12.417 0.31 0.03 0.087 IO I I I I I 3.76 12.500 0.31 0.03' 0.089 IO I. I I I I 3.84 12.583 0.34 0.03 0.091 IO I I. II I 3.93 12.667 0.35 0.03 0.093 IO I I I I 4.02 12.750 0.35 0.03 0.096 IO I I I I 4.12 12.833 0.36 0.03 0.098 I0. I I II I 4.21 12.917 0.37 0.03 0.100 IO I I_ II I 4.32 13.000 0.37 0.03 0.103 IO ( I II I 4.42. 13.083 0.44 0.03 0.105 IO I I I I I 4.53 13.167 0.46 0.03 0.108 IO I I I II 4.66 13.25,0 0.46 0.03 0.111 IO I I I II 4.79 13.333 0.46 0.03 0.114 IO I I I II 4.91 13.417 0.46 0.03 0.117 IO I I I II 5.04 13.500 0.46 0.03 0.120 10 I I I, I 5.17 13.583 0.31 0.03 0.122 10 I I I I I 5.28 13.667 0.27 0.03 0.124 IO I I I I I 5.36 13.750 0.27 0.03 0.126 IO I I I I I 5.43 13.833 0.27 0.03 0.128 IO I I I I I 5.50 13.917 0.27 0.03 0.129 IO I I I I I 5.58 14.000 0.27 0.03 0.131 IO I I I I I 5.65 14.083 0.33 0.03 0.133' 10 I I I I I 5.73 14.167 0.34 0.03 0.135 10 I I II I 5.82 14.250 0.34 0.03 0.137 10 I I II I 5.92 14.333 0.33 0.03 0.139 10 I I II I 6.01 14.417 0.33 0.03 0.141 10 I I I I I 6.10 14.500 0.33 0.03 0.143 10 I I I I. I 6.20 14.583 0.33 0.03 0.145 10 I I I I I 6.29 14.667 0.33 0.03 0.148 I 0 I I. II I 6.39 14.750 0.33 0.03 0.150. 10 I I II I 6.48 14.833 0.32 0.03 0.152 10 I I I I I 6.57 14.917 0.31 0.03 0.154 10 I I I I I 6.66 15.000 0.32 0.03 0.156 10 I I I I I 6.75 15.083 0.30 0.03 0.157 10 I I I I I 6.84 15.167 0.30 0.03 0.159 10 I I I I I 6.92 15.250 0.30 0.03 0.161 10 I I I I I 7.01 15.333 0.29 0.03 0.163 10 I I I I I 7.11 15.417 0.28 0.03 0.165 10 I I I I I 7.20 15.500 0.28 0.03 0.167 10 I I I I I 7.29 15.583 0.23 0.03 0.168 10 I I I I 7.37 15.667 0.22 0.03 0.169 10 I II I I 7.44 15.750 0.22 0.03 0.171 I 0 . I- II I I 7.51 15.833 0.22 0.03 0.172 10 I II I I 7.58 15.917 0.22 0.03 0.173 10 I II I I 7.65 16.000 0.22 0.03 0.175 10 I II I I 7.71 16.083 0.09 0.03 0.175 10 I I I I I 7.76 16.167 0.05 0.03 0.176 I OI I I I I 7.77 16.250 0.05 0.03 0.176 I OI I I I I 7.78 16.333, 0.05 0.03 0.176 I OI I I I I 7.79 16.417 0.05 0.03 0.176 I 01 I I I I 7.80 • • • 16.500 0.05 0.03 0.176 I OI 16.583 0.04. 0.03 0.176. I O 16.667 0.:04 0.03 0.176 1 0 16.750 0.04 0.03 0.176 I O 16.833 0.04 0.03. 0.177 I O 16.917 0.04 0.03 0.177 1 0 171.000 0.04 0.03' 0.177 I O 17.083 0.06 0.03 0.177 1 0-1 17.167 0.06 0.03 0.177 I O I 17.250 0.06 0.03 0.177 I O I 17.333 0.06 0.03 0.177 I 0 I 17.417 0.06 0.03 0.178 I O I 17.500 0.06 0.03 0.178 I O I 17.583 0.06' 0.03 0.178 I O I 17.667 0:06 .0.03 0.178 1 O I 17.750 0.06 0:03 0.179 1 O I 17.833 0.05 0.03 1.0.179 1 OI 17.917 0.05 0.03 0.179 1 OI 18.000 0.05 0.03 0.179 1 OI 18.083 0.05 0.03 0.179 1 OI 18.167 0.05 0.03 0.179 I OI 18.250 0.05 0.03 0.179 I OI 18.333 0.05 0.03 0.180 1 OI 18.417 0.05 0.03, " 0.180 1 OI .•18.500 0.05 0.03 0.180' I OI 18.583 0.04 0.03 0.180 1.0 18.667 0.04 0.03 0.180 I 0 18.750 0.04 0.03 .0..180 1 O 18.833 0.03 0.03 0.180 IIO 18.917 0.03 0.03 0.180 IIO 19.000 0.03 0.03 0.180 110 19.083 0.04 0.03 0.180 I O 19.167 0.04 0.03 0.180 1 O 19.250 0.04. 0.03 0.180 I 0, 19.333 0.05 0.03 0.180 1.02 19.4 -17 0.05. 0.03 0.180 I OI 19.500 0.05 0.03 0.180 1 OI 19.583 0.04 0.03 0.181 I O 19.667 0.04 0.03 .0.181 I O 19.750 0.04 0.03 0.181 I O 19.833 0.03 0.03 0.181 110 19.917. 0.03 0.03 0.181 110 20.000 0.03 0.03 0.181 IIO. 20:083 0.04 0.03 0.181 1 O 20.167 0.04 0.03 0.181 I O 20.250 0.04 0.03 0.181 I O. 20.333 0.04 0.03. 0.181 I O 20.417 0.04 0.03 0.181 I O 20.500 0.04 0.03 0.181 1 O .20.583 0.04 0.03 0.181 I O 20.667 0.04 0.03 ,0.181 1 O 20.750 0.04 0.03 0.181 I O 20.833 0.03 0.03 0.181 110 20.917 0.03 0.03 0.181 110 21.000 0.03 0.03 0.181 110 21.083 0.04 0.03 0.181 1 O 21.167 0.04 0.03 0.181 1 O 21.250 0.04 0.03 0.181 1 O 21.333 0.03 0.03 0.181 110 21.417 0.03 0.03 0.181 110 21.500 0.03 0.03 0.181 IIO 21..583 0'.04 0.03 0.181 1 O 21.667 0.04 0.03 0.181 O 1 O 2.1.750 0.04 0.03 0.181 21.833 0.03 0.03 0.181 IIO 21.917 0.03 0.03 0.181 lIO JZ P 7.80' 7:81 7.81.. 7.81 7.82 7. 82 7.82 7.83 7.84 7.85 7.86 7.88 7.89 7.90 7.91 7.92 7.93 7.94 7.95. 1.96 7.96 7.97 7.98 7.98 7.99 8.00 8.00 8.00 8.01 8.00 8.00 8.00 8.00 8.01 8.02 8.03 8.04 8.05 8.05 8.05 8.06 8.05 8.05 .8.05 8.05 8.06 8.06 8.07 8.07 8.07 8.08 8.08 8.08 8.08- 8.08 8.08 8.08 8.09 8.09 8.08 8.08 8.08 8.08 8.09 8.09 4 i 11 O 22.000 22.083 0.03 0.04 0.03 .0.181 0.03 0.181 IIO I 0 I I ISA • M1� I 8.08 8.08 22.167 0.04 0.03 0.181 I 0 IJ T' .8.09 22.250. 0.04 0.03 0.181 10 I p 1 8.09 22.333 0.03 0.03" 0.181 IIO Io I 8.09 22.417 0.03 0.03 0.181 IIO I IA I 8.09 22.500 0.03 0.03 J IO I I r 8.09 22.583 0.03 .9_,181 0.03 0.181 IIO I I I I 8.08 22.667 0.03 0.03 0.181 IIO I I I I 8.08. 22.750 0.03 0.03 0.181 IIO I I I I. 8.08 22.833 0.03 0.03 0.181 IIO I I I I 8:07, 22.917 .0.03 0.03 0.181 IIO I I I I 8.07 23.000 0.03 0.03 0.181 IIO I I I I 6.07 23.083 0.03 0.03 0.181 IIO I I I I 8.06 23.167 0.03 0.03 0.181 IIO I I I I 8.06. . 23.250 0.03 0.03 0.181 IIO I I' I I 8.06 23.333" 0.03 0.03 0.181 IIO I I I I 8.05 .23.417 0.03 0.03 0.181 IIO I I I I 8.05 23.500 0.03 0.03 0:181 IIO I I I I 8.05 23 -.583 0.03 0.03 0.181 IIO I I I I 8.05 23.667 0.03 0.03 0.181 IIO I I I I 8.04 23.750 0'.03 0.03 0.180 IIO I I I I 8.04 23.833 0.03 0.03 0.180 IIO I I I I 8.04 23.917 0.03 0.03 0.180 IIO I I I I 8.03 24.000 0.03 0.03 0.180 IIO I I I I 8.03 24.083: 0.01 .0.03 0.180 I 0 I I I I 8.02. 24.167 0.00' 0.03 0.180 .I O I I I I 8.00 Remaining water in basin = 0.18 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.031 (CFS) Total volume = 0.048 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** -----------------.--------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * - - - - -- * ** i 11 O U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVI.LDESIGN, 1989 - 2004, Version 7.0 -Study date 07. /28 /05.File: 3207Of24100.out . Retention Basin #4 24 -hour duration, 100 -year storm event ++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +. + + + + + + + + + + + + + + + + + + ++ ---=-------------------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC.& WCD Manual date - April 1978 Program License Serial Number 4027 ----------------------------- =--------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------------------------------------=---------------- ------------------------------------------------------------=------- Drainage Area = 0.95(Ac.) = 0.001 Sq. Mi. Drainage Area for. Depth -Area Areal Adjustment = 0.95(Ac.) _ Sq. Mi. Length along longest watercourse = .250.00(Ft.) Length along longest watercourse measured to centroid = 90.00(Ft.) Length along longest watercourse 0.047 Mi. Length along longest watercourse measured to centroid = 0.017 Mi. Difference in elevation = 6.00(Ft.) Slope along watercourse = 126.7200 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.013 Hr. Lag time = 0.77 Min. 25% of lag time = 0.19 Min. 40% of lag time = 0.31 Min. Unit time =. 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 0.95 1.40 1.33 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.95 4.50 4.27 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(ln) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) 0.001 Sub -Area Data: • Area(Ac.) Runoff Index Impervious % 0.950 32.00 0.800 Total Area Entered = 0.95(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F . AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum .(F) = 0..154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) .= 0.260 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph,Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ----=---------------------------------------------------------- 1 0.083 652.365 77.372 - - - - -- 0.741 2 0.167 1304.730 .22.628 0.217 Sum = '100.000 Sum= 0.957 • Unit Time. Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low .(In /Hr) 1 0.08 0:07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 0.25 0.07 0.036 0.272 0.009 0.03 4 0.33 0.10 0.054 0.271 0.014 0.04 5 0.42 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0.58 0.10 0.054 0.267 0.014 0.04 8 0.67 0.10 0.054 0.266 0.014 0.04 9 0.75 0.10 0.054 • 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0.019 0.05 11 0.92 0'.13 0.072 0.263 0.019 0.05 12 1.00 0.13 0.072 0.262 0.019 0.05 13 1.08 0.10 0.054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 .0.04 15 1.25 0.10 0.054 0.259 0.014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257 0.014 0.04 18 1.50 0.10 0.054 0.256 0.014 0.04 19 1.58 0.10 0.054 0.255 0.014 0.04 20 1.67 0.10 0.054 0.254 0.014 0.04 21 1.75 0.10 0.054 0.253 0.014 0.04 22 1.83 0:13 0.072 0.252 0.019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072 0.249 0.019 0.05 26 2.17 0.13 0.072 0.248 0.019 0.05 27 2.25 0.13. 0.072 0.247 0.019 0.05 28 2.33 0.13 0.072 0.246 0.019 0.05 29 2.42 0.13 0.072 0.245 0.019 0.05 30 2.50 0.13 0.072 0.244 0.019 0.05 31 2.58 0.17 0.090 0.243 0.023 0.07 32 2.67 0.17 0.090 0.242 0.023 0.07 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0.240 0.023 0.07 35 2.92 0.17 0.090 0.239 0.023 0.07 36 3.00 0.17 0:090 0.238 0.023 0.07 37 3.08 0.17 0.090 0.237 0.023 0.07 38 3.17 0.17 0.090 0.236 0.023 0..07 39 3.25 0.17 0.090 0.235 0.023 0.07 40 3.33 0.17 0.090 0.234. 0.023 0.07 41 3.42 0.17 0.090 .0.233 0.023 0:07 42 3.50 0.17 0.090 0.232 0.023 43 3.58 0.17 0.090 0.231 0.023 0.07 44. 3.67 0.17 0.090 0.230 0.023 0.07 45 3.75 0.17 0.090 0.229 0:023 0.07 46 3.83 0.20 0'.108 0.228 0.028 0.08 .47 3.92 0.20 0.108 0.227 0.028 0.08 .48 4:00 0.20 0.108 0.226. 0.028 0.08 49 4.08 0.20 0.108 0.225 0.028 0.08 •50 4.17 0.20 0.108 0.224 0.028 0.08 51 4.25 0.20 0..108 0.223 0.028 0.08 52 4.33 0.23 0,:126 0.222 0.033 0.09 53 4.42 0.23 .0.126 0.222 0.033 0.09 54 4.50 0.23 0.126 0.221 .0.033 0.09 55 4.58 0.23 0.126 0.220 0.033 0.09 56 4.67 0.23 0.126 0.219. 0.033 0.09 57 4.75 0.23. 0.126 0.218 0.033 0.09 58 4.83 0.27 0.144 0.217 0.037 0.11 59 4.92 0.27 0.144 0.216 0.037 0.11 60 5.00 0.27 0.144. 0.215 0.037 0.11 6.1 5.08 0.20 0.108 0.214 0.028 0.08 62 5.17 0.20• 0.108 0.213 0.028 0.08 63 5.25 0.20 0.108 0.212 0.028 0.08 64 5.33 0.23 0.126 0.211 0.033 0.09 65 5.42 0.23 0.126 0.210 0.033 0.09 66 5.50 0.23 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0..208 0.037 0.11 68 5.67 0.27 0.144 0.208 0.037 0.11 69 5.75 0.27 0.144 0.207 0.037 0.11 70' 5.83. 0.21 0.144 0.206 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 12 6.00 0.27 0.144 0.264 0.037 0.11 73 6.08 0.30 0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 0.042 0.12 75 6.25 0.30' 0.162 0.201 0.042 0.12 76 6.33 0.30. 0.162 0.200 0.042 0.12 77 6.42 0.30 0.162 0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13 80 6.67 0.33 0.180 0.197 0.047 0.13 81 6.75 0.33 0.180 0.196 0.047 0.13 82 6.83 0.33 0.180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.19.4 0.047 0.13 84 7.00 0.33 0.180 0.193 0.047 0.13 85 7.08 0.33 0.•180 0.192 0.047 0.13 86 7.17 0.33 0.180 0.191 0.047 0.13 87 7.25 0.33 0.180 0.191 0.047 0.13 88 7:33 0.37 0.198 0.190. - -- 0:01 89 7.42 0.37 0.198 0.189 - -- 0.01 90 7.50 0.37 0.198 .0.188 - -- 0.01. . 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67 0.40 0.216 0.186 - -- 0.03 • 93 7.75 0.40 0.216 0.185 6.03 94 7.83 0.43 0.234 0.184 ___ 0.05 95 7.92 0.43 0.234 0.184 - -- 0.05 96 8.00 0.43 0.234 0.183 - -- 0.05 97 8.08 0.50 0.270 0.182 - -- 0.09 98 8.17 0.50 0.270 0.181 - -- 0.09 99 8.25 0.50 0.270 0.180 - -- 0:09 100 8.33 0.50 0.270 0.179 - -- 0.09 101 8.42 0.50 0.270 0.179 - -- 0 -.09 •.102 8.50 0.50 0.270 0.178 0.09 103 8.58 0.53 0.288 0.177 - -- 0.11 -104 8.67 0.53 0.288 0.176 - -- 0.11 105 8.75 0.53 0.288 0.175 - -- 0.11 106 8.83 0.57 0.306 0.174 - -- 0.13 107 8.92 0.57 0.306 0.174 - -- 0.13 108 9.00 0.57 0.306 0.173 - -- .0:13 109 9.08 0.63 0.342 0.172 - -- 0.17 110 9.17 0.63 0.342 0.171 - -- 0.17 111 9.25 0.63 0.342 0.170 - -- 0.17 112 9.33 0.67 0.360 0.169 - - -.. 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 •9.50 0.67 0.360 0.168 - -- 0.19 115 9.58 0.70 0.378 0.167 - -- 0.21 116 9.67 0.70 0.378 0.166 - -- 0.21 117. 9.75 0.70 0.378 .0.165 - -- 0.21 118 9:83 0.73 0.396 0.165 - -- 0.23 119 9.92 0.73 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396 0.163 - -- 0.23 . 121 10.08: 0.50 0.270 0.162 - -- 0.11 122 10.17 0.50 0.270 0.162 - -- 0.11 123' 10.25 0.50 0.270 0.161 - -- 0.11 124 10.33 0.50 0.270 0..160 - -- 0.11 125 10.42 0.50 0.270 0.159 - -- 0.11 126 10.50. •0.50 0.270 0.158 - -- 0.11. . 127 .10.58 0.67 0.360 0.158 - -- 0.20 128 10.67 0.67 0.360 0.157 - -- 0.20 129. 10.75 0.67 0.360 0.156 - -- 0.20 130 10.83 .0.67 0.360 0.155 0.20 131 10.92 0.67 0.360 0.155 =_= 0.21 132 11.00 0.67 0.360 0.154 - -- 0.21' 133 11.08 0.63 0.342 0.153' - -- 0.19 134 11.17 0.63 0.342 0.152 - -- 0.19 .135 11.25 0.63 0.342 0.152 - -- 0.19 136 11.33, 0.63 0.342 0.151 - -- 0.19 137 11.42 0.63 0.342 0.150 - -- 0.19 138 11.50 0.63 0.342 0.149 - -- 0.19 .139 11.58 0.57 0.306 0.149 - -- 0.16 140 11.67 0.57 0.306 0.148 -- 0.16 141 11.75 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12:00 0.60 0.324 0.145 - -- 0.18 145' 12.08 0.83 0.450 0.144 - -- 0:31 146 12.17 0.83 0.450 0.143 - -- 0.31 147 12.25 0.83 0.450. 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - -- 0.33 150 12.50 0.87 0.468 0.141 - -- 0.33 151 12.58 0.93. 0.5.04 0.140 - -- 0.36 152 .12.67 0.93 0.504 0.139 - -- 0.36 153 12.75 0.93 0.504 0.138 - -- 0.37 154 12.83 0.97 0.522 0.138 - -- 0.38 155 12.92 0.97 0.522 0.137 - -- 0.38 156 13.00 6.97 0.522 0.136 - -- 0.39 157 13.08 1.13 0.612 0.136 - -- 0.48 158 13.17 1.13 0.612 0.135 - -- 0.48 159 13.25 1.13 0.612 0.134 - -- 0.48 160 13.33 1.13 0.612 .0.134 .0.48 161 13.42_ 1.13 0.612 0.133 - -- 0.48 162 13.50 1.13 0.612 0.132 - -- 0.48 163 13.58 0.77 0.414 0.132 - -- 0.28 164 13.67 0.77 0.414. 0.131 - -- 0.28 165 13.75 0.77 0.414 0,130 - -- 0.28 166 13.83 0.77 0.414 0.130 - -- 0.28 167 13.92 0.77 0.414 0.129 - -- 0.29 168 14.00 0.77 0.414 0.128 0.29 169 14.08 0.90 0.486 0.128 --- 0.36 170 14.17 0.90 0.486 0.127 - -- 0.36 171 14.25 0.90 0.486 0.126 - -- 0.36 172 14.33 0.87 0.468 0.126 - -- 0.34 1173 14.42 0.87 0.468 0.125 - -- 0.34 174 14.50 0.87 0.468 0.124 - -- 0.34 175 14.58 0.87 0.468 0.124 - -- 0.34 176 14.67 0.87 0.468 0.123 - -- 0.34 177 14.75 0.87 0.468 0.123 - -- 0.35 178 14.83 0.83 0.450 0.122 - -- 0.33 179 14.92 0.83 0.450 0.121 - -- 0.33 180 15.00 0.83 0.450 0.121 - -- 0.33 181 15.08 0.80 0.432 0.120 - -- 0.31 182 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- .0.31 184 15.33 0.77 0.414 0.118 - -- 0.30 185 15.42 0.77 0.414 0.118 - -- 0.30 186 15.50 0.77 0.414 0.117 - -- 0.30 187 15.58 0.63 0.342 0.116 - -- 0.23 188 15.67 0.63 0.342 0.116 - -- 0.23 189 15.75 0.63 0.342 0.115 - -- 0.23 190 15.83 0.63. 0.342 0.115 - -- 0.23 191 15.92 0.63 0.342 0.114 - -- 0.23 192 16.00 0.63 0.342 0.113 - -- 0.23 193 16.08 0.13 0.072 0.113 0.019 0.05 194 16.17 0.13 0.072 0.112 0.019 0.05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13 0.072 0.111 0.019 0.05 197 16.42 0.13 0.072 0.111" 0.019 0.05 198 16.50 0.13 0.072 0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16:67 0.10 0.054 0.109 0.014 0.04 201 16.75 0.10 0.054 0.108 0.014 0.04 202 16.83 0.10 0.054 0.108 0.014 0.04 203 16.92 0.10 0.054 0.107 0.014 0.04 204 17.00 0.10 0.054 0.107. 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206 .17.17 0.17 0.090 .0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 0.07 208 17.33 0.17 0.090 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090 0.103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 214 17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13 0.072 0.101 0.019 0.05 216 18.00 0.13 0.072 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.072 0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42 .0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0.05 223 18.58 0.10 0.054 0.097 0.014 0.04 224 18.67 0.10 0.054 .0.097 0.014 0.04 225 18.75 0.10 0.054 0.096 0.014 0.04 226 18.83' 0.07 0.036 0.096 0.009 0.03 227 18.92 0.07 0.036 0.095 0.009 0.03 228 19.00 0 -07 0.036 0.095 0.009 0.03 229 19.08 0.10 0.054 0.094 0.014 0.04 230 19.17 0.10 0.054 0.094 0.014 0.04 231 _19.25 .0.10 0.054 0.093 0.014 0.04 232 19.33 0.13 0.072 0.093 0.019 0.05 233 234 19.42 19.50 0.13 0.13 0.072 0.072 0.093 0.092 0.019 0.019 0.05 0.05 235 19.58 0.10 0.054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 237 19.75 0.10 0.054 0.091 0.014 0.04 238 19.83 0.07 0.036 0.090 0.009 0.03 239 19.92 0.07 0.036 0.090 0.009 0.03 240 20.00 0.07 0.036 0.090 0.009 0.03 241 20.08 0.10 0.054 0.089 0.014 0.04 242' 20.17 0.10 0.054 0.089 0.014 0.04 243 .20.25 0.10 0.054 0.089 0.014 0.04 244 20.33 0.10 0.054 0.088 0.014 0.04 245 20.42 0.10 0.054 0.088 0.014 0.04 246 20.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0:10 0.054 0.087 0.014 0.04 248 20.67 0.10 0.054 0.087 0.014 0.04 249 20.75 0.10 0.054 0.086 0.014 0.04 250 20.83. 0.07 0.036 0.086 0.009 0.03 251 20.92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 0.085 0.009 0.03 253 21.08 0.10 0.054 0.085 0.014 0.04 254 21.17 0.10 0.054 0.085 0.014 0.04 255 .21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 0.009 0.03 257 21.42 0.07. 0.036 0.084 .0.009 0.03 .258 21.50 0.07 0.036 0.083 0.009 0.03 259 .21.58 0.10 0.054 .0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 0.04 261 21.75 .0.10 0.054 0.082 0.014 0.04 262 21.83 0.07 0.036 0.082 0.009 .0.03 . 263 21.92. 0.07 0.036 0.082 0.009 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 0.014 0.04 266 22.17 0.10 0.054 0.081 0.014 0.04 267 22.25 0.10 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036' 0.081 0.009 0.03 269 22.42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 271 22.58 0.07 0.036 0.080 0.009 0.03 272 22.67 0.07 0.036 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079 0.009 0.03 276 23.00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036 0.079 0.009 0.03 278 23.17 0.07 0.0.36 0.078 0.009 0.03 279 23.25 0.07 0.036 0.078 0.009 0.03 280 23.33 0.07 0.036 0.078 0.009 0.03 281 23.42 0.07 0.036 0.078 0.009 0.03 282 23.50 0.07 0.036 0.078 0.009 0.03 283 23.58 0.07 0.036 0.078 0.009 0.03 284 23.67 0.07 0.036 0.078 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07 0.036 0.077 0.009 0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288 24.00 0.07 0.036 0.077 0.009 0.03 Sum = 100.0 Sum = 34.6 Flood volume = Effective rainfall 2.89(In) times area 0.9(Ac.) /[(In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.61(In) Total soil loss = 0.128(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 9950.5 Cubic Feet Total soil loss = 5567.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph 0.459(CFS) 2.5 5.0 7.5 .10.0 ++++++++ + + + + + + + + + + + + + + + + + +it + + + + + + + + + +i 24 - H O U R S R u n o f f H y d ------------------------ 7 ------------- Hydrograph in 5 Minute ----------- Time(h +m) 7 --------------------------- Volume Ac.Ft - Q(CFS) 0 " 0+ 5 0.0001 0.02 Q 0 +10 0.0003 0.03 Q " 0 +15 0.0005 0.03 Q 0 +20" 0.0007 0.04 Q 0 +25 0.0010 0.04 Q 0 +30 0.0013 0.04 Q 0 +35 0.0015 0.04 Q 0 +40 " 0.0018 0.04 Q• 0 +45 0.0020 0.04 Q 0 +50 0.0024 0.05 Q 0 +55 0.0027 0.05 Q " 1+ 0 0.0031 0.05 Q 1+ 5 0.0034 0.04 Q 1 +10 0.0036 0.04 Q 1 +15 0.0039 0.04 Q 1 +20 0.0042 0..04. Q 1 +25 0.0044 0.04 Q 1 +30 0.0047 0.04 Q 1 +35 0..0049: 0.04 Q 1 +40 0.0052 0.04 Q • 1 +45 0.0055 0.04 Q 1 +50 .0.0058 0.05 QV 1 +55 0.0062 0.05 QV 2+ 0 0.0065 0.05 QV 2+ 5 0..0069 0.05 QV 2 +10 .0.0072 0 ".05 QV" " 2 +15 0.0076 0.05 QV" 2 +20 0.0079 0.05 QV 2 +25 0.0083 0.05 QV 2 +30 0:0086 0.05 QV_" 2 +35 0.0090 0.06 QV 2 +40 0.0095 0.06 QV 2 +45 0.0099 0.06 QV 2 +50 0.0104 0.06 QV 2 +55 .0.0108 0.06 QV 3+ 0 0.0112 0.06 ' QV 3+ 5" 0.0117 0.06" Q V 3 +10 0.0121 0.06 Q V 3 +15 0".0126 0.06 Q V 3 +20 0.0130 0.06 Q V 3 +25 0.0134 0.06 Q V 3 +30 0.0139 0.06 Q V. 3 +35 0.0143 0.06 Q V " 3 +40 0.0148 0.06 Q V 3 +45 0.0152 0.06 Q V 3 +50 0.0157 0.07" Q V 3 +55 0.0162 0.08 Q V 4+ 0 0.0168 0.08 Q V 4+ 5 0.0173 0.08 Q V • 4 +10 0.0178 0.08 Q V 4 +15 0.0183 0.08 Q V 4 +20 0.0189 0.09 Q V 4 +25 0.0195 0.09 Q V 4 +30 0.0202 0.09 Q V 4 +35 0.0208. •0.09 Q V 4 +40 0.0214 0.09 Q V 2.5 5.0 7.5 .10.0 4 +45 0.022.0 .0.09 Q V 4 +50 0.0227 0.10 Q V 4 +55 0.0234 0.10 Q V 5 +.0 0.0241 0.10 Q V 5 +'5 0.0247 0.08 Q V 5 +10 0.0252. 0.08 Q V 5 +15 0.0257 0.08 Q V 5 +20 0.0263 0.09 Q V. 5 +25 0.0269 0.09 Q V 5 +30 0.0275 0.09 Q V 5 +35 0.0282 0.10 Q V 5 +40 0.0289 0.10 Q V 5 +45 0.0296 0.10 Q V 5 +50 .0.03'03 .0.10 Q V 5 +55 0.0310 0.10 Q. V 6+ 0 0.0317 0.10 Q V 6+ 5 0.0325 0..11 Q V ' 6 +10 0.0333 0.11 Q V 6 +15_ 0.0341 0.11 Q V 6 +20 0.0349 0.11 Q V 6 +25 0.0357 0.11 Q V 6 +30 0.0365 0.11 Q V, 6 +35 0.0373 0.12 Q V 6 +40 0.0382 0.13 Q V. 6 +45 0.0391 0.13 Q V 6 +50 0.0400 0.13 Q V 6 +55 0.0408 0.13 Q V 7+ 0 0.0417 0.13 Q V 7+ 5 0.0426 0.13 Q' V 7 +10 0.0435 0.13 Q V . 7 +15 0.0444 0.13 Q V 7 +20 0.0446 0.04 Q V. 7 +25 0.0447 0.01 Q V 7 +30 0.0447 0.01 Q V 7 +35 0.0449 0.02 Q V 7 +40 0.0451 0.03 Q V 7 +45 0.0453 0.03 Q V 7 +50 0.0456 0.04 Q V 7 +55 0.0459 0.05 Q V 8+ 0 0.0462 0.05 Q V 8+ 5 0.0468 0.08 Q V 8 +10 0.0474 0.08 Q V 8 +15 0.0479 0.09 Q V 8 +20 0.0485. 0.09 Q V 8 +25 0.0491 0.09 Q V 8 +30 0.0498 0.09 Q V 8 +35 0.0505 0:10 Q V 8 +40 0.0512 0.11 Q V 8 +45 0.0519 0.11 Q VI 8 +50 0.0528 0.12 Q VI 8 +55 0.053.7 0.13 Q VI 9+ 0 0.0545 0.13 Q VI 9+ 5 0.0556 0.15 Q VI 9 +10 0.0567 0.16 Q VI 9 +15 0.0579 0.16 Q V 9 +20 0.0591 0.18 Q V . 9 +25 0.0603 0.18 Q V 9 +30 0.0616 0:18 Q V 9 +35 0.0630 0.20 Q IV • 9 +40 0.0644 0.20 Q IV 9 +45 0.0658 0.20 Q IV 9 +50 0:0673 0.22 Q IV 9 +55 0.0688 0.22_ Q I V 10+ 0 0.0703 0.22. Q I V 10+ 5 0.0712 0.13 Q I V 10 +10, 0.0719 0.10 Q I V 10 +15 0.0727 0.10 Q I V 10 +20 0.0734 0.11 Q I V 10 +25 0.0741 .0.11 Q I V 10 +30 0.0749 0.11 Q I V 10 +35 0.0761 0.17 Q I V 10 +40 0.0774 0.19 Q I V 10 +45 0.0787 0.20 Q I V 10 +50 0.0801 0.20 Q I. V 10 +55 0.0814 0.20 Q I V 11+ 0 0.0828 0.20 Q I V 11+ 5 0.0841 0.18 Q I V 11 +10 0.0853 0.18 Q I V 11 +15 0.0866 0.18 Q I V 11 +20 0.0878 0.18 Q I V 11 +25 0.0891 0.18 Q I V 11 +30 0.0904 0.18 Q I V 11 +35 .0 .0915 0.16 Q I V 11 +40 0.0925 0.15 Q I V 11 +45 0.0936 0.15 Q ( V 11 +50 0.0947 0.17 Q I V I I. 11 +55 0.0959 0.17 Q I V 12+ 0 0.0971 0.17 Q I V I I. 12+ 5 0.0989 0.27 IQ I V I 12 +10 0.1009 0.29 IQ I V I 12 +15 0'.1029 0.29 IQ I V I 12 +20 0.1051 0.31 IQ I V I I' 12 +25 0.1072 0.31 IQ I V I 12 +30 0.1094 0.31 IQ VI 1 12 +35 0.1117 0.34 IQ I VI I 12 +40 0.1141 0.35 IQ I VI I 12 +45 0.1165 0.35 IQ 12 +50 0.1190 0.36 Q i V I 12 +55 0.1216 0.37 IQ IV 13+ 0 0.1241 0.37 IQ I IV 13+ 5 0.127.1 0.44 IQ V 13 +10 0.1303 •0.46 IQ I I V 13 +15 0.1334 0.46 IQ V 13 +20 0.1366 0.46 IQ I I V 13 +25 0.1397 0:46 IQ. I I V I 13 +.30 0.1429 0..46 IQ I I V I 13 +35 0.1451 0.31 IQ I I V I 13 +40 0.1469 0.27 IQ I I V 13 +45. 0.1488 0.27 IQ V 13 +50 0.1507 0.27, IQ I I V 13 +55 0.1525 0.27, IQ I I V 14+ 0 0.1544 0.27_ 14+ 5 0.1567 0.33 IQ I I V I 14 +10 0.1591 0.34 IQ I I V I 14 +15 0.1614 0.34 IQ I I V I 14 +20 0-.1637 0.33 IQ I I V I 14 +25 0.1660 0.33 IQ I VI 14 +30 0.1682 0.33 IQ" I I VI 14 +35 0.1705 0.33 VV 14 +40 0.1728 0.33 IQ I I 14 +45 .0.1751 0.33 IQ I I V 14 +50 0.1772 0.32 IQ I I IV 14 +55 0.1794 0.31 IQ I I IV 15+ 0 0.1816 0.32 IQ I I IV 15+ 5 0.1837 0.30 IQ I I I V 15 +10 0.1857 0.30 IQ I I I V •15 +15 0.1878 0.30 IQ I I I V 15 +20 0.1.898 0.29 IQ I I I V 15 +25 0.1917 0.28 IQ I I I V 15 +30 0.1937 0.28 IQ I I I V 15 +35 0.1953 0.23 Q I I I V 15 +40 0.1968 0.22 Q I I I V 15 +45 0.1983 0.22" Q 15 +50 0.1998 0.22" Q 15 +55 0.2013 0.22 Q 16+ 0 0.2028 0.22 Q 16 +'5 0.2034 0.09 Q 16 +10 0.2037 0.05 Q 16 +15 0.2041 0.05 Q 16 +20 0.2045 0.05 Q 16 +25 0.2048 0.05 Q 16 +30 0.2052 0.05 Q 16 +35 0.2054 0.04 Q 16 +40 0.2057 0.04 Q 16 +45 0.2060 0.04 Q 16 +50 0.2062 0.04 Q 16 +55 0.2.065 0.04 Q 17+ 0 0.2068 0.04 Q 17+ 5 0.2072 0.06 Q 17 +10 0.2076 .0.06 Q 17 +15 0.2080 0.06 Q 17 +20 0:2085 0.06 Q' 17 +25 0.2089 0.06. Q 17 +30 0.2094 0.06 Q 17 ±35 0.2098 0.06 Q 17 +40 0.2102 0.06 Q 17 +45 0.2107. 0.06 Q 17 +50 0.2110 0.05 Q 17 +55 0.2114 0.05 Q 18+ 0 0.2117 .0.05 Q 18+ 5 0.2121 0.05 Q 18 +10 0.2124 0.05 Q 18 +15 0.2128 0.05 Q 18 +20 0.2132 0.05 Q 18 +25 0.2135 0.05 Q 18 +30 0.2139 0.05 .Q 18 +35 0.2141 0.04 Q' 18 +40 0.2144. 0.04 Q 18 +45 0.2147 0.04 Q 18 +50 0.2149 0.03 Q 18 +55 0.2150 0.03 Q 19+ 0 0.2152 0.03 Q 19+ 5 0.2155 0.04 Q 19 +10 0.2157 0.04 Q 19 +15 0.2160 0.04 Q 19 +20 0.2163 0.05 Q 19 +25 0.2167 0.05 Q 19 +30 0.2170 0.05 Q 19 +35 0.2173 0.04 Q 19 +40 0.2176 0.04 Q 19 +45 0.2178 0.04 Q 19 +50 0.2180 0.03 Q 19 +55. 0.2182 0.03 Q 20+ 0 0.2184 0.03 Q 20+ 5 0.2186 0.04 Q 20 +10 0.2189 0.04 Q 20 +15 0.2191 0.04 Q 20 +20 0.2194 0.04 Q 20 +25 0.2197 0.04 Q 20 +30 0.2199 0.04 Q 20 +35 0.2202 0.04 Q 20 +40 0.2205 0.04 Q 20 +45 0.2207 0.04 Q 20 +50 0.2209 0.03 Q 20 +55 0.2211 0.03 Q 21+ 0 0.2213 0.03 Q 21+ 5 0.2215 0.04 Q 21 +10 0.2218 0.04 Q V VV V V V V V V V V V V V V V V V V V V V V V V V . V. V V V" V- v V V V V V V V V V V . V V V V V V V V V V V V V V V V V V V V V V V 21 +15 0.2220 0.04 Q I I I V 21 +20 0.2222 0.03 Q I 21 +25 0.2224 0.03 Q i i V .21 +30 0.2226 0.03 Q I I I V 21 +35 0.2228 0.04 Q I I I V 21 +40 0.2231.. 0.04 Q I I I V .21 +45 0.2234 0.04 4 I I I V 21 +5'0. 0.2236 0.03 Q I I I V 21 +55 0.2237 0.03 Q I I I V 22+ 0 0.2239 0.03 Q I I I V 22+ 5 0.2242 0.04 Q I I I V 22 +10 0.2244 0.04 Q I I I V 22 +15 0.2247 0.04 Q 22 +20• 0.2249 0.03 Q i i V 22 +25 0.2251 0.03 Q 22 +30 0.2252 0.03 Q I I I V 22 +35 0.2254 0..03 Q I I I V 22 +40 ..0.2256 0.03 Q I I I V. 22 +45 0.2258 0.03 22 +50 0.2259 0.03 Q I I I V 22 +55 0.'2261 0.03 Q I I I V 23+ 0 .0.2263 0.03 Q I I ( V 23+ 5 0.2265 .0.03 Q I I I V 23 +10 0.2,266 0.03 Q I I I V 23 +15 0.2268 0.03 Q I I I V 23 +20 0.2270 0.03 Q ( I I V 23 +25 0.2272 0.03 Q 23 +30 0.2273 0.03 Q I I I V 23 +35 0.2275: 0.03 Q 23 +40 0.2277 0.03 Q V 23 +45 0.2279 0.03 Q -23 +50 0.2280 0.03 Q I I I V 23 +55 0.2282 0.03 Q I I I V 24+ 0 0.2284 0.03 Q I I I. V 24+ 5 0.2284 0.01 Q I I I V • • • C7 U n i.t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, .Version 7.0 Study date 07/28/05,File: 32070f6100.out Retention Basin #4 6 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ----------------------------------------------=------------------------- Riverside.County Synthetic Unit Hydrology-Method - RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data.(Inches) Input Values Used English Units used in output format. --------------------------------------------------------------- ----=--------------------------------------------------------------- Drainage. Area = 0.95(Ac.) = 0.001 Sq. Mi. Drainage Area. for Depth -Area Areal Adjustment = 0.95(Ac.) = 0.001 Sq. Mi. . Length along longest watercourse = 250.00(Ft.) Length along longest watercourse measured to centroid = 90.00(Ft.). Length along longest watercourse = 0.047 Mi. Length along longest watercourse measured to centroid = 0.017 Mi. Difference in elevation = 6.00(Ft.) Slope along watercourse = 126.7200 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.013 Hr. Lag time = 0.77 Min. 25% of lag time = 0.19 Min. 40% of lag time = 0.31 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)(2] Weighting[1 *2] 0.95 1.00 0.95 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 0.95 2.50 2.38 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: • Area(Ac.) Runoff Index Impervious % 0.950 32.00 0.800 Total Area Entered = 0..95(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate, Area% AMC2 AMC -3 (In /Hr) (Dec.) • (In /Hr) (Dec.) 32.0 52.0 0.552 0.800 0.154 1.000 Sum (F) F (In /Hr) 0.15,4 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154. Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------- - - - - -- U n i t H y-d r o g r a p h DESERT S- Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time W of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 . 652.365 77.372 0.741 2 0.167 1304.730 22.628 0.217 Sum = 100.000 Sum= 0.957 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.150 0.154 0.039 0.11 2 0.17 0.60 0.18.0 0.154 - -- 0.03 3 0.25 0.60 0.180 0.154 - -- 0.03 4 0.33 0.60 0.180 0.154 - -- 0.03 5 0.42 0.60 0.180 0.154 - -- 0.03 6 0.50 0.70 0.210 0.154 - -- 0.06 7 0.58 0.70 0.210 0.154. - -- 0.06 8 0.67 0.70 0.210 .0.154 - -- 0.06 9 .0.75 0.70 0.210 0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0.06 11 0.92 0.70 0.210 0.154 - -- 0.06 12 1.00 0.80 0.240 0.154 - -- 0.09 13 1.08 0.80 0.240. 0.154 - -- 0.09 14 1.17 0.80 0.240 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 16 1.33 0.80 0.240 0.154 - -- 0.09 17 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80 0.240 0.154 - -- 0.09 19 1.58 0.80 0.240 0.154 - -- 0.09 20 1.67 0.8.0 0.240 0.154 - -- 0.09 21 1.75 0.80 0.240 0.154 - -- 0.09 22 1.83 0.80 0.240 0.154 - -- 0.09 23 1.92 0.80 0.240 0.154. - -- 0.09 24 2.00 .0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.240 0.154 - -- 0.09 26 2.17 0.90 0.270 0.154 - -- 0.12 27 2.25 0.90 0.270 .0.154 - -- 0.12 28 2.33 0.90 0.270 0.154 0.12 29 2.42 0.90 0.270 0.154 0.12 30 2.50 0.90 0.270 0.154 - -- 0.12 31 2.58 0.90 0.270 0.154 - -- 0.12 32 2.67 0.90 0.270 0.154 - -- 0.12 33 2.75 1.00 0.300 0.154 - -- 0.15 34 2.83 1.00 0.300 0.154 - -- 0.15 35 2.92 1.00 0.300 0.154 - -- 0.15 • 36 37. 3.00 3.08 1.00 1.00 0.300 0.300 0.154 = -_ 0.154 0.15 0.15 38 3.17 1:10 0:330 0.154 0.18 39 3.25 1.10 0.330 0.154 - -- 0.18 40 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0.21 42 3.50 1.30 0.390 0.154 - - - 0.24 43 3.58 1.40 0.420 0.154 - -- 0.27 44 3.67 1.40 0.420 0.154 - -- 0.27 45 3.75 1.50 0.450 0.154 - -- 0.30 46 3.83 1.50 0.450 0.154 - -- 0.30 47 3.92 .1.60 0.480 0.154 - -- 0.33 48 4.00 1.60 0.480 0.154 - -- 0..33 49 4.08 1.70 0.510 0.154 - -- 0.36 50 4.17 1.80 0.540 0.154 - -- 0.39 51 4.25 1.90 0.570 0.154 - -- 0.42 52 4.33. 2.00 0.600 0.154 - -- 0.45 53 4.42 2.10 0.630 0.154 - -- 0.48 54 4.50 2.10 0.630 0.154 - -- 0.48 55 4.58 2.20 0.660 0.154 - -- 0.51 56 4.67 2.30 0.690. 0.154 - -- .0.54 57 4.75 .2.40 0.720 0.154 - -- 0.57 58 .4.83 2.40 0.720 0.154 - -- 0.57' 59 4.92 2.50 0.750 0.154 - -- 0.60 60 5.00 2.60 0.780 0.154 - -- 0.63 61 5.08 3.10 0.930 0.1.54 - -- 0.78 62 .5.17 .3.6.0 1.080 0.154 - -- 0.93 63 5.25 3.90 1.170 0.154 - -- 1.02 64 5.33 4.20 1.260 0.154 - -- 1.11 65 5.42 4.70 1.410 0.154 1.26 • 66 5.50. 5.60 1.680 _- -. 0.154 1.53 67 5.58 1.90 0.570 0.154 0.42 68 5.67 0:90 0.270 0.154 - -- 0.12 69 5.75 0.66 0.180 0.154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall 1.62(In) times area 0.9(Ac.) /[(In) /(Ft.)]'= 0.1(Ac.Ft). Total soil loss = 0.88(In) Total soil loss = 0.070(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 5569.5 Cubic Feet Total soil loss.= 3051.8 Cubic Feet -----------------------7-------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 1.403(CFS) ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. 6 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------- Volume Ac.Ft Q(CFS) 0 =------------------ 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0006 0.08 Q 0 +10 0.0009 0.04 Q 0 +15 0.0010 0.02 Q 0 +20 0.0012 0.02 Q 0 +25 0..0014 0.02 Q 0 +30 0.0017 0.05 Q 0 +35 0.0021 0:05 Q 0 +40 ,0.0024 0.05 Q 0 +45 0.0028 0.05 Q 0 +50 0 +55 0.0032 0.0035 0.05 0.05 Q QV 1+ 0 0.0040 0.08 QV 1+ 5 0.0046 0.0.8 QV 1 +10 0.0052 0.08 QV 1 +15 '0.0057.. 0.08 QV 1 +20 0.0063 0.08 QV 1 +25 0.0069 0.08 Q V. .1 +30 0.0074 0.08 Q V 1 +35 0.0080 0.08 Q V 1 +40 0.0086 0.08 Q V 1 +45 0.0091 0.08 Q V 1 +50 0.0097 0.08 Q V 1 +55 0.0103 0.08 Q V I ., 2+ 0 0.0110 0.10. Q V. 2+ 5 0.0116 0.09 Q V 2 +10 0.0123 0.10 Q V 2 +15 0.0131 0.11 Q V 2 +20.. 0.0138 . •0.11 Q V I I' 2 +25 0.014;6• 0.11 Q V. 2 +30 0.0153 .0.11 Q V 2 +35 0.0161 0.11 Q V 2 +40 0.0169 .0.11 Q. V -2 +45 0.0178 0:13 Q V 2 +50 0.0187 0.14 Q V 2 +55 0.0197 0.14 Q V 3+ 0 .0.0207 0.14 Q V 3+ 5 0.0216 0..14 Q V 3 +10 0,0227 0.16 .Q V' 3 +15 0.,0239 0.17 Q V • 3 +20 0.0251 0.17 Q V 3 +25 0.0264 0.19 Q V 3 +30 0.0279 0.22 'Q V 3 +35 0.0296 '0.25 Q VI 3 +40 0.0313 0.25 VI 3 +45 0.0332 0.28 IQ I 3 +50 0.0352 0.28 3 +55 0.0373 0.31 IQ IV 4+ 0 0.0394 0.31 IQ I V 4+ 5 0.0417 0.33 IQ I V I 4 +10 0.0442 0.36 IQ I V 4 +15 0.0469 0.39 IQ I V I 4 +20 0.0498 0.42 IQ 4 +25 0.0529 0.45 Q i VV 4 +30 0.0561 0.46 IQ I V 4 +35 0.0594 0.48 .'IQ I V I 4 +40 0.0628 0.51 I Q VI 4 +45 0.0665 0.54 I Q I V 4 +50 0.0703 0.54 I Q I. IV 4 +55 0.074.1. 0.56 I Q I I V 5+ 0 0.0782 0.59 I Q I I V 5+ 5 0.0831 0.71 V 5 +10 0.0890 0.85 14 Q I V 5 +15 0.0956 0.95 I Q I Vi I 5 +20 0.1027 1.04 I Q I I V- I 5 +25 0.1108 1.17. I Q I I I V I 5 +30 0.1204 1.40 I' Q I I I V I 5 +35 0.1248 0.64 I Q I I I VI 5 +40 0.1261 0.18 Q I I' VI 5 +45 0.1264 0.04 Q I I I. VI 5 +50 0.1270 0.09 'Q I I I VI 5 +55 0'.1275 0.07 Q I I I VI 6+ 0 0.1278 0.05 Q I I I VI 6+ 5 0.1279 .0.01 Q I I I V • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05. File:.32070f3100.out Retention Basin #4 3 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +...... + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data .(Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -----'--------------------------------------------------.------------- Drainage Area.= 0.95(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.95(Ac.) 0.001. Sq..Mi. Length along longest watercourse 250.00(Ft.) Length along longest watercourse measured to centroid 90.00(Ft.) Length along longest watercourse = 0.047 Mi. Length along longest watercourse measured to centroid = 0.017 Mi. Difference in elevation = 6.00(Ft.) Slope along watercourse = 126.7200 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.013 Hr. Lag time = 0.77 Min. 25% of lag time = 0.19 Min. 40% of lag time 0.31 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] 0.95 100 YEAR Area Area (Ac. ) [1] 0.95 STORM EVENT Area Averaged Area Averaged Rainfall (In) [2] 0.70 rainfall data: Rainfall (In) [2] 2.20 FEAR) = '100.00 2 -Year Rainfall = 100 -Year Rainfall = Weighting[1 *2] 0.66 Weighting[1 *2] 2.09 0.700(In) 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0:950 32.00 0.800 Total Area Entered = 0.95(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil•low loss rate -----------------------------------------------------------------=--- (decimal) _ 0.260 U n i t H.y d r o g r a p h DESERT S -Curve Unit Hydrograph Data - -- - - - -- - - - - - - - - - - - Unit time period -- - - - - - - - - - - - - - Time % of lag. - - - - - - - - - - -- - - - - Distribution - - - - - - - - - - - - - - - - - - - Unit Hydrograph (hrs) --------------------=------------------------------------------------ Graph % (CFS) 1 0.08.3 652.365 77.372 0.741 2 0.167 1304.730 22.628 0.217 - --------------------------------------------------------- Sum = 100.000 Sum= 0.957 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr:) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1:30 0.343 0.154 - -- 0.19 2 0.17 1.30 0.343 0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6 0.50 1.80 0.475 0.154 - -- 0.32 7 0.58 1.50 0.396 0.154 - -- 0.24 8 0.67 .1.80 0.475 0.154 - -- 0.32 9 0.75• 1.80 0.475 0.154 - -- 0.32 10 0.83. 1.50 0.396 0.154 - -- 0.24 11 0.92 1.60 0.422 0.154 - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0.581 0.154 - -- 0.43 14 1.17 2.20 0.581. 0.154 - -- 0.43 15 1.25 2.20 0.581 0.154 - -- 0.43 16 1.33 2.00 0.528 0.154 - -- 0.37 17 1.42 2.60 0.686 0.154 - -- .0.53 18 1.50 2.70 0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154 - -- 0.48 20 1.67 2.70 0.713 0.154 - -- 0.56 21 1.75 3.30 0.871 0.154 - -- 0.72 22 1.83 3.10 0.818 0.154 - -- 0.66 23 1.92 2.90 0.766 0.154 - -- 0.61 24 2.00 3.00 0.792 0.154 - - -. 0.64 25 2.08 3.10 0.818 0.154 - -- 0.66 26 2.17 4.20 1.109 0.154 - -- 0.95 27 2.25 5.00 1.320 0.154 - -- 1.17 28 2.33 3.50 0.924 0.154 - -- 0.77 29 2.42 6.80 1.795 0.154 - -- 1.64 30 2.50 7.30 1.927 0.154 - 1.77 31 2.58 8.20 2.165 0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- 1.40 33 2.75 2..00 0.528 0.154 - -- 0.37 34 2.83 1.80 0.475 0.154 - -- 0.32 35 2.92 1.80 0.475 0.154 - -- 0.32 �. 36 3.00 0.60 . 0.158 0.154 - -- 0.00.. Sum = 100.0 Sum = 20.8 Flood volume = Effective rainfall 1.74(In) times area 0.9(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0'.46(In) Total soil loss = 0.037(Ac.Ft) Total rainfall = 2.20(In) • Flood volume'= 5988.8 Cubic Feet Total soil loss = 1597..8 Cubic.Feet Peak --------------------------------------- flow rate.of this hydrograph = 1.874(CFS) +++++++++++++++++++++++++++++++++++++ --------------------------- -- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3- H O U R' S T O R M R-u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft •Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0010 0.14 Q 0 +10 0.0022 0.18 Q 0 +15 0.0032 0.14 Q 0 +20 0.0046 0.21.:QV 0 +25 0.0062 0.23 QV . 0 +30 ' 0.0082 0.29... QV 0 +35 0.0099 0.25 Q V 0 +40 0.0119 0.29 IQ V I 0 +45 0.0140 0.31 IQ .V 0 +50 0.0157 0.25 Q V 0 +55 0.0175 0.25 IQ I 1+ 0 0.0195 0.30 IQ V 1+ 5 0.0222 0.39 IQ VV 1 +10 0.0250 0.41 Q I I I 1 +15 0.0278 0.41 IQ 1 +20 .0.0303 0.37 Q V 1 +25 0.0336 0.48 IQ VI I I 1 +30 0.0373 0.53 I Q V .1 +35 0.0405 0.48 IQ IV I 1 +40 0.0441 0.52 V 1+45 0.0486 0.65 I Q I V 1 +50 0.0531 0.65 I Q I V 1 +55 0.0572 0.60 I Q I V 2+ 0 0.0613 0.60 I Q I V 2+ 5 0.0657 0.63 I Q I VI I I 2 +10 0.0715 0.85 I Q I V I I 2 ±15 0.0789 1.07 I Q I I V I I 2 +20 0.0846 0.82 I Q I I V.. I I 2 +25 0.0941 1.38 I QV I I 2 +30 0.1056 1.67 I Q I I V 2 +35 0.1185 1.87 I Q I I I V 2 +40 0.1287 1.48 I Q. I I I V 2 +45 0.1327 0.58 I Q I I I V 2 ±50 0.1349 0.32 IQ I I I VI 2 +55 0.1370 0.31 IQ I I I VI 3+ 0 0.1375 0.07 Q I I VI 3+ 5 -------------------------------------------------------------=--- 0.1375 0.00 Q I I I. - - - - V -- • • .7 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989- 2001 Study date: 07/28/05 ------------------------------ - ---------- ---------------------- - - - - -- Retention Basin #5 100 -year storm event, 24 -hour duration MDS Consulting, Irvine, CA - SIN 841 -------7------------------------------------------------------------ * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 3207Ob2410O.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 290 Time interval .= 5.0 (Min.) Maximum /Peak flow rate = 1.943 (CFS) Total volume = 0.967 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 .Peak (CFS) 0.000- 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0..000 0.000 0.000 0.000 0.000 ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +. + + + + ++ • Process from Point /Station- 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data. -------------------------------=------------------------------------ Total number of inflow hydrograph intervals = 290 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - = -- Graph values: 'I!= unit inflow;.101= outflow at time shown . ------------------------------------7------------------------------=- Time Inflow Outflow Storage Depth -------------------------------------------------------------------- Initial basin depth = 0•.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin -=------------------------------------------------------------------- outflow = 0.00 (CFS) ----------------------------------=--------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)' 0.000 0.000 0.000 0.000 0.000 1.000 0.116 0.156 0.115 0.117 2.000 0.232 0.157 0.231 0.233 3:000 0.348 0.158 0.347 0.349 4.000 0.464 0.159 0.463 0.465 . 5.000 0.580 0.160 0.579 0.581 6.000 0.696 0.161 0.695 0.691 7.000 0.809 .0.162 0.808 0.810 8.000 0.913 0.163 0.912 0.914 . 9000-- 994 0.164 0_993- - - -- - - -_0_ - - - Hydrograph --------------------------------------------------------------- - -- - - - - -- - - - - Detention Basin Routing -- -0_995 - - - - -- Graph values: 'I!= unit inflow;.101= outflow at time shown . ------------------------------------7------------------------------=- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac. Ft) .0 0.5 0.97 1..46 1'.94 (Ft.) 0.083 0,06" 0:00 0.000 0 I I I I 0.00 0.167 0.10 0.00 0.001 OI I I I I 0.01 0.250 0.11 0.00 0.001 OI I, I I I 0.01 0.333 0.14 0.00 0.002 0 I I I I I 0.02 0.417 0.16 0.00 0.003 0 i I I I 0.03 0.500 0.16 0.01 0.004 0 I I I I I 0.04 0.583 0.16 0.01 0.005 0 I I I I I 0.05 0.667 0.16 0.01 0.006 0 I I I I. I 0.06 0.750 0.16 0.01 0.008 0 I I I I I 0.06 . 0.833 0.19 0.01 0.009 0 I ( I I I 0.07 0.917 0.21 0.01 0.010 0 I I I I I 0.09 1.000 0.22 0.02 .0.011 0 I I I I I 0.10' 1.083 0.19 0.02 0.013 0 .I I I I 0.11 1.167 0.17 0.02 0.014 0 I I I I I 0.12 1.250 0.16 0.02 0.015 .0 I I I I I 0.13 1.333 0.16 0.02 0.016 0 I I I I 0.14 1.417 0.16 0:02 0.'017 0 I I I I 0.14 1•.500 0.16 0.02 0.018 0 I I I I 0.15 1.583 0.16 0.02 0.019 0 I I I I 0.16 1.667 0.16 0.03 0.020 .0 I I I I I 0.17 1.750 0.16 0.03 0.020 0 I I I I I 0.18 1.833 0.19 0.03 0.021 O I I I I I 0.18 1.917 0.21 0.03 0.023 0 I I I I 0.20 2.000 0.22 0.03 0.024 0 I I I I I 0.21 2.083 0.22 0.03 0.025 0 I I I I 0.22 2.167 0.22 0.04 0.026 0 'I I I I I 0.23 2.250 0.22 0.04 0.028 0 I I I I 0.24 2.333 0.22 0.04 0.029 0 I I I I I 0.25 2.417 0.22 0.04 0.030 0 I I I I I 0.26 2.500 • 0.22 0.04 0.031 0 I I I I 0.27 2.583 0.25 0.04 0.033 0 I I I I 0.28 2.667 0.27 0.05 0.034 0 I I I I I 0.29 2.750 0.27 0.05 0.036 0 I I I I I 0.31 2.833 0.27 0.05 0.037. 0 I I I I I 0.32 2.917 0.27 0.05 0.039 0 I I I I 0.33 3.000 0.27 0.05 0.040 0 I I I I I 0.35 3.083 0.27 0.06 0.042 0 I I I I 0.36 3.167 0.27 0.06, 0.043 0 I I I I 0.37 3.250 0.27 0.06 0.044 0 I I I I I 0.38 3.333 0.27 0.06 0.046 IO I I I I I 0.40 3.417 0.27 0.06 0.047 IO I I I I I 0.41 3.500" 0.27 0.07 0.049 IO I: I 1 I I 0.42 3.583 0.27 0.07 0.050 IO I I I I I 0.43 3.667 0.27 0.07 0.052 IO I I I I I 0.44 3.750 0.27 0.07 0.053 IO I I I I. 0.46 3.833 0.30 0.07 0.054 IO I I I I I .0.47 3.917 0.32 0.08 0.056 IO I I I I I 0.48 4.000 0.32 0.08 0.058 IO I I I I I 0.50 4.083 0.32 0.08 0.0,59 IO I I I I I 0.51 4.167 0.32 0.08 0.061 IO I I I I I 0.53 4.250 0.32 0.08 0.063 IO I I I I I 0.54 4.333 0.35 0.09 0.064 IO I I I I I 0.56 4.417 0.37 0.09 0.066 IO I I 1 I I. 0.57 4.500 0.38 0.09 0.068 IO I I 1 I I 0.59 4.583 0.38 0.09 0.070 IO I I 1 I I 0.61 4.667 0.38 0.10 0.072 IO I 1 I 1 I 0.62 4.750 0.38 0.10 0.074 IO I I I I I 4.833 0.41 0.10. 0.076 IO I I I 11 .0.64 0.66 4.917 0.43 0.11 0.078 IO II I I 1 0.68 5.000 0.43 0.11 0.081 IO II I I I 0.69 5.083 0.37 0.11 0.083 IO I I I I I 0.71 5.167 0.33 0.11 0.084 10 I I I I 0.73 5.250 0.32 0.12 0.086 IO I I 1- I 1 0.74 5.33,3 0.35 0:12 0.087 IO I I I I I 0.75 5.417 0.37 0.12 0.089 IO 1 1 1 1 1 0.77 5.500 0.38 0.12 0.091 10 I I I I I 0.78 5.583 0.41 0.12 0.093 10 I I I I I 0.80 5.667 0.43 0.13 0.095 10 II I I I 0.82' 5.750 0.43 0.13 0.097 I 0 II I' I I 0.83 5.833 0.43 0.13 0.099 I. 0 II I. 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I I I I 3.40 47.333 0.00 0.16 0.393 I 0 I I I I 3.39 47.417 0.00 0.16 0.392 1 0 I I I I 3.38 47.500 0.00 0.16 0.391 I 0 I I I I 3.37 47.583 0.00 0.16 0.390 I 0 I I I I 3.36 47.667 0.00 0.16 0.389 I 0 I I I I 3.35 47.750 0..00 0.16 0.388 .I 0 . I I I. I 3.34 47.833 0.00 0.16 0.386 I 0 I I I I 3.33 47.917 0.00 0.16 0.385 I 0 I I I I 3.32 48.000 0.00 0.16 0.384 I 0 I I I I 3.31 48.083 0.00 0.16 0.3 83 I 0 I I I I 3.30 48.167 0.00 0.16 0.382 I 0' I I I I 3.29 48.250 0.00 0.16 0.381 I 0 I I I I 3.28 48.333 0.00 0.16 0.380 I 0 I I I I 3.28 48.417 0.00 0.16 0.379 I 0 I. I I I 3.27 48.500 0.00 0.16 0.378 I 0 I I I I 3.26 48.583 0.00 0.16 0.377 I 0 I I I I 3.25 48.667 0.00 0.16 0.376 I 0 I I I I 3.24 48.750 0.00 0.16 0.374 I 0. I I I I 3.23 48.833 0.00 0.16. 0.373 I 0 I I I I 3.22 48.917 0.00 0.16 0.372 I 0 I I I I 3.21 49.000 0.00 0.16 0.371 I 0 I I I I 3.20 49.083 0.00 0.16 0.370 I 0 I I I I 3.19 49.167 0.00 0.16 0.369 I 0 I I I I 3.18 49.250 0.00 0.16 0.368 I 0 I I I I 3.17 49.33.3 0.00 0:16 0.367 I 0 I I I I 3.16 49.417 0.00 0.16 .0.366 I 0 I I I I 3.15 49.500 0.00 0.16 0.365 I 0 49.583 0.00 0.16 0.364 I O I I I I 3.13 49.667 0.00 0.16 0.362 10 I I I I 3.12 49.750 0.00 0.16 0.361 I 0 I I I I 3.12 49.833 0.00 0.16 0.360 I 0 I I I I 3.11 49.917 0.00 0.16 .0.359 I 0 I I I I 3.10 50.000 0.00 0.16 0.358 I 0 I I I I' 3.09 50.083 .0.00 0.16 0.357 I 0 I I I I 3.08 50.167 0.00' 0.16 0.356 I O I I I I 3.07 50.250 0.00 0.16 0.355 I 0 I I I I 3.06 50.333 0.00 0.16 0.354 I 0 I I I I 3.05 50.417 0.00 0.16 0.353 I 0 I I I I 3.04. 50.500 0.00 0.16 0.352 I 0 I I I I 3..03- 50.583 0.00 0.16 0.351 I 0 I I I I 3.02 50.667 0.00 0.16 0.349 I 0 50.750 0.00 0.16 0.348 I O I I I I 3.00 50.833 .0.00 0.16 0.347 10 I I I I 2.99 50.917 0.00 0.16 0.346 I 0 I I I I. 2.98 51.000 0.00 0.16 0.345 I 0 I I I I 2.9.7 51.083 0.00 0.16 0.344 I 0 I I I I. 2.97 51.167 0.00 0.16 0.343 I 0 I I I I 2:96 51.250 0.00 0.16 0:342 I O I' I I I 2.95 51.333 0.00 0.16 0.341 I 0 I I I I 2.94 51.417 0.00 0.16 0.340 I 0 I I I I 2.93 51.500 0.00 0.16 0.339 I 0 I I I I 2.92 .51.583 0.00 0.16 0.337 I 0 51.667 0.00. .0.16 0.336 10 I I I I 2.90 51.750 0.00 0.16 0.335 I 0 I I' I I 2.89 51.833 0.00 0.16 0.334 I 0 I I I I. 2.88 51.917 52.000 0.00 0.00 0.16 0.16 0.333 0.332 I I 0 0 I I I I ( I I 2.87 I 2.86 52.083 0.00 0.16 0.331 I O I I I I 2.85 52.167 0.00 0.16 0.330 I 0 I I I I 2.84 52.250 0.00 0.16 0.329 10 I I I I 2.83. 52.333 0.00 0.16 0.328 I 0 I I I I 2.82. 52.417 0.00 0.16 0.327 I 0 I I I I 2.82 52.500 0.00 0.16 0.325 I 0 I I I I 2.81 52.583 0.00 0.16 0.324 I 0 I I I I. 2.80 52.667 0.00 0.16 0.323 I 0 I I. I I 2.79 52.750 0.00 0.16 0.322 I 0 I I I I. 2.78 52.833 0.00 0.16 0.321 I 0 I I I I 2.77 52.917 0.00 0.16 0.320 I 0 I I I I 2.76 53.000 0.00 0.16 0.319 I 0 I I I I 2.75. 53.083 0.00 0.16 0.318 I 0 I I I I 2.74 53.167 0.00 0.16 0.317 I 0 I I I I 2,73 53.250 0.00 0.16 0.316 10 I I I I 2.72 53.333 0.00 0.16 0.315 I 0 I I I I 2.71 . 53.417 0.00 0.16 0.314 I 0 I I I I 2.70 53.500 0.00 0.16 0.312 I 0 I I I I 2.69 53.583 0.00 0.16 0.311 I 0 I I I I 2.68 53.667 0.00 0.16 0.310 I 0 I I I I 2.67 53.750 0.00 0.16 0.309 I 0 I I I I 2.67 53.833 0.00 0.16 0.308 I 0 I I I I. 2.66 53.917 0.00 0.16 0.307 I 0 I I I I 2.65 54.000 0.00 0.16 0.306 I 0 I I I I 2.64 54.083 0.00 0.16 0.305 I 0 I I I I 2.63 54.167 0.00 0.16 0.304 I 0 I I I I 2.62 54.250 0.00 0.16' 0.303 I 0 I I I I 2.61 54.333 0.00 0.16 0.302 I 0 I I I I 2.60 54.417 0.00 0.16 0.301 I 0 I I I I 2.59 54.500 0.00 0.16' 0.299 I 0 I I I I 2.58 54.583 0.00. 0.16 0.298 I 0 I I I I 2.57 .54.667 0.00 0.16 0.297 I 0 I I I I 2.56 54.750 0.00 0.16 0.296 I 0 I I I I 2•.55 54.833 0.00 0.16 0.295. I 0 I I I I 2.54 54.917 0.00 0.16 0.294 I 0 I I I I 2.53 55.000, 55.083 0.00 0.00. 0.16. 0.16 0.293 0.2.92 I I O I 0 I I I I I ., I I 2.53 2.52 55.167 0.00 0.16 0.291 I.0 I I I I 2.51, 55.250 0.00 0.16 0.290 I 0 I I I I 2.50 55.333 0.00 0.16 0.289 I 0 I I I I. 2.49 55.417 - 0.00.0 0.16 0.287 I O I I I I 2.48 55.500 0.00 . 0.16 0.286 I 0 I I I I 2.47 55.583 0.00 0.16 0.285 I 0 I. I I I 2.46 55.667 0.00 0.16 0.284 I 0 I I I I 2.45 55.750. 0.00 0.16 0.283 I 0 I I I I 2.44 55.833 0.00 0.16 0.282 I 0 I I. I I 2.43 55.917 0.00 0.16 0.281 I 0 I I I I 2.42 56.000 0.00 0.16 0.280 10 I I I I" 2.41 56.083 0.00 0.16 0.279 I 0 I I I I 2.40 56.167 0.00 0.16 0.278 I 0 I I I I 2.39. 56.250 0.00 0.16 0.277 I 0 I I I. I 2.38 56.333 0.00 0.16 0.276 I 0 I I I I 2.38 56.417 0.00 0.16 0.274 I 0 I I I I ...2.37 56.500 0.00 0.16 0.273. I 0 I I I I 2.36 56.583 0..00 0.16 0.272 I 0 I I I I 2.35 56.667 0.00 0.16 0.271 I 0 I I I I' 2.34 56.750 0.00 0.16 0.270 I 0 I I I I 2.33 56.833 0.00 0.16 0.269. I 0 ( I I I 2.32 56.917 0.00 0.16 0.268 1'0 I I I I 2.31• .57.000 0.00 0.16 0.267 I 0 I I I I 2.30 57.083 0.00 0.16. 0.266 I 0 I I I I 2.29 57.167 0.00 0.16 0.265 I 0 I I I I 2.28 57.250 0.00 0.16 .0.264 I 0 I I I I 12.27, 57.333. 0.00 0.16 0.263 I O I I I I 2.2.6 57.417 0.00 0.16 0.261 I 0 I I I I 2.25 57.500 0.00 0.16. 0.260 I 0 I I I I 2.24 57.583 0.00 0.16 0.259 I 0. I I I I 2.24 57.667 0.00 0.16 0.258 I 0 I I I I 2.23 57.750 0..00 0.16 0.257 I 0 I I I I 2.22 57.833 0.00. 0.16 0.256 I 0 I I I I 2.21 57.917 0:00 0.16 0.255 I 0 I I I I 2.20 58.000 0.00 0.16 0.254 I 0 I I I I 2.19 '58.083 0.00 0.16 0.253 I 0 I I I I 2.18 58.167 0.00 0.16 0.252 I 0 ( I I I 2.17 58.250 0.00 0.16 0.251 I 0 I I I I 2.16 58:333 0.00 0.16 0.250 I 0 I I I' I 2.15 58.417 0.00 0.16 0.248 I 0 I I I I 2.14 58.500' 0.00 0.16 0.247 I O I I I I 2.13 58.583 0.00 0.16 0.246 I 0 I I I I 2.12 . 58.667 0.00 0.16 0.245 I 0 I I I I 2.11 58.750 .0.00 0.16 0.244 I 0 I I I I 2.10 58.833 0.00 0.16 0.243 1-0 I I I I 2.10 58.917 0.00 0.16 0.242 I 0 I I I I. 2.09 59.000 0..00 0.16 0.241 I O I I I I 2.08 59.083 0.00 0.16 0.240 I 0 I. I I I 2.07 59.167 0.00 0.16 0.239 I 0 I I I I 2.06 59.250 0.00 0.16 0.238 I 0 I I I I 2.05 59.333 0.00 0.16 0.237 I 0 I I I I 2.04 59.417 0.00 0.16 0.236 I 0 I I I I 2.03 59.500 0.00 0.16 0.234 I 0 I I I I 2.02 59.583 0.00 0.16 0.233 I 0 I I I I•. 2.01 59.667 0.00 . 0.16 0.232 I 0 I I I I 2.00 59.750 0.00 0.16 0.231 I 0 I I I I' 1.99 59.833 0.00 0.16 0.230 I 0 I I I. I 1.98 59.917 0.00 0.16 0.229 I 0 I I I I 1.97 60.000 0.00 0.16 0.228 I 0 I I I I 1.96 60.083 0.00 0.16 0.227 I 0 I I I I 1.96 60.167 0.00 0.16 0.226 I 0 I I I I 1.95 60.250 0.00 0.16 6.225 I 0 I I I I 1.94. 60.333 0.00 0.16 0.224 I 0 I I I I 1.93 60.417 0.00 0.16 0.223 I 0 I I I I. 1.92 • 60.500 60.583 0.00 0.00 0.16 0.16 0.221 0.220 I I 0 I 0 I I I I I I I 1.91 1.90 60.667 0.00 0.16 0.219 I.0 I I I I 1.89 60.750 0.00 0.16 0.218 1-0 I I I I 1.88 60.833 0.00 0.16 0.217 .I O_ I I I I 1.87 60.917 0.00 0:16 10.216 I 0 I I I I- 1.86 61.000 0.00 0.16 0.215 I 0 I I ( I 1.85. 61.083 0.00 0.16 0.214 I 0 I I I I 1.84 61.167 0.00 0.16 0.213 I 0 I I I I 1.83 61.250 0.00 0.16 0.212 I 0 I I I I 1.83 61.333 0.00 0.16 0.211 I 0 I I I I. 1.82 61.417 0.00 0.16 0.210 I 0 I I I I 1.81 61.500 0.00 0.16 0.208 I 0 I I I I 1.80 61.583 0.00 0.16 0.207 I 0 I I I I 1.79 61.667 0.00• 0.16 0.206 I 0 I I I I .1.78 61.750 0.00 0.16 0.205 I 0 I I I I 1.77 61.833 0.00 '0.16 0.204 I 0 I I ( I 1.76 61.917 0'.00 0.16 0.203 I 0 I I I I 1.75 62.000 0.00 0.16 0.202 I 0 ( I I I 1.74 62.083 0.00 0:16 0.201 I 0 I I I I 1.73 62.167 0.00 0.16 '0.200 'I 0. I I I I 1.72 62.250 0.00 0.16 0.199 I 0 I I I I 1.71 62.333 0.00 0.16 0.198 I--U- I I I I 1.70 62.417 0.00 0.16. 0.197 10 I I I I 1.69 62.500 0.00 0.16 0.196 1'0 I I I I. 1.69 62.583 0.00 0.16 0.194 I 0 I I I I 1.68 62.667 0.00 0.16 0.193 I 0 I I I I 1.67 62.750 0.00 0.16 0.192 I 0 I I I I 1.66 62.833 0.00 0:,16 0.191 I 0. I' I I I 1.65 62.917 0.00' 0.16 0.190 I 0 I I I I 1.64 63.000 0.00 0.16 0.189 I 0 I I I I 1.63 63.083• 0.00 0.16 0.188 I 0 I I I" I 1.62 63.167 0.00 0.16 0.187 I 0' I ( I I 1.61 63.250 0.00 0.16 0.186 I 0 I I I I 1.60 63.333 0.00 0.16. 0.185 I 0 I I I I 1.59 63.417 0.00 0.16 0:184 10 I I I I 1.58 63.500 0.00 0.16 0.183 10 I I I I. 1.57 63.583 0.00 0.16 0.182 I'0 I I I I 1.56 63.667 0.00 0.16 0.180 I 0 I I I I 1.56 63.750 0.00 0.16 0.179 I 0 I I I I 1.55 63.833 0.00 0.16 0.178 I 0 I I I I 1.54 63.917 0.00 0.16 0.177 I 0 I I I I 1.53 64.000 0.00 0.16 0.17.6 I 0 I. I I I 1.52 64.083 0.00 0.16 0.175, I 0 I I I I 1.51 64.167 0.00 0.16 0.174 I 0 I I I I 1.50 64.250 0.00 0.16 0.173 I.0 I I I I 1.49 64.333 0.00 0.16 0.172 I 0 I I. I I 1.48 64.417 0.00 0.16 0.171 I 0 I I I I 1.47 64.500 0.00 .0.16 0.170 I 0 I I I I 1.46 64.583 0.00 0.16 0.169 I 0 I I I I 1.45 64.667 0.00 0.16• 0.167 L 0 I I I I 1.44 64.750 0.00 0.16 0.166 I.0 I I I I 1.43 64.833 0.00 0.16 0.165 I 0 I I I I 1.43 64.917 0.00 0.16 0.164 I 0 I I I I 1.42 65.000 0.00 0.16 0.163 I 0 I I I I 1.41 65.083 0.00 0.16 0.162 I 0 I I I I .1.40 65.167 0.00 0.16 0.161 I 0 I I I I 1.39 65.250 0.00 0.16 0.160 I 0 I I I I 1.38 65.333 0.00 0.16 0.159 I 0 I I I I 1.37 65.417 0.00 0.16 0.158 I 0 I I I I 1.36 65.500 0.00 0.16 0.157 I 0 I I I I 1.35 65.583 0.00 0.16 0.156 I 0 I I I I 1.34 65.667 0.00 0.16 0.155 I 0 I I I I 1.33 65.750 0.00 .0.16 0.153 I 0 I I I I 1.32 65.833 0.00 0.16 0.152 10 I I I I 1.31 65.917 0.00 0.16 0.151 I 0 I I I I 1.30 66.000 0.00 0.16 0.150 I 0 I I. I I 1.30 66.083 -, 0.00 0.16 0.149" 1-0 I I I I 1.29 66.167 0.00 0.16 0:148 I 0 I I I I 1.28 66.250 0.00 . 0.16 0.147 I 0 I I I I 1.27 66.333 0.00 0.16 0.146 I 0 I I I I 1.26 66.417 0.00 0.16 0.145 I 0 I I I I 1.25 66.500 0.00 0.16 0.144 I 0 I I I I 1.24 66.583 0.00 0.16 0.143 I 0 I I I I 1.23 66.667 0.00 0.16 0.142 I 0 I I I I 1.22 66.750 0.00 0.16 0.141 I 0 I I I I 1.21 66.833 0.00 0.16 0.140 I 0 I I I I 1.20 66.917 0.00 0.16 0.138 I 0 I I I I 1.19 67.000 0.00 0.16 0.137 I 0 I I I I 1.18 67.083 0.00 0.16 0.136 I 0 I I I 1 1.17 67.167 0.00 0.16 0.135 I 0 I I I I 1..17. .67.250 0.00 0.16 0.134 I 0 I I I I 1.16 67.333 0.00 0.16 0.133 I 0 I I' I I 1.15 67.417 0.00 0.16 0.132 I 0 I I I I 1.14. 67.500 0.00 •0.16 0.131 I 0 I I I 1.13 67.583 0.00 0.16 0.130 I 0 I I I 1.12•. . 67.667 0.00 0.16 0.129. I 0 I I I 1.11 67.750 0.00 0..16 0.128 I O. I I I I 1.10 . 67.833 0.00 0.16 0..127 I O I I I I 1.09 67.917 0.00 0.16 0.126 I 0 I I I I. 1.08 68.000 0.00 .0.16 0.124 I 0 I I' I I 1.07 68.083' 0.00 0.16 0.123 I 0 I I I I 1.06 68.167 0.00 .0.16 0.122 "I 0 I I I I 1 :05 68.250 0.'00 0.16 0.121 I 0 I I I I 1.05 68.333. 0.00 0.16 0.120 I 0 I I I I 1.04 68.417 0.00 0.16 0.119 I 0 I I I I 1.03 . 68.500 0.00 0.16 0.118 I 0 I I I I 1.02 68.583 0.00 0.16 0.117 I 0 I I I I 1.01 68.667 0.00 0.'16 0.116 I 0 I I I I 1.00 68.750 0.00 0.15 0.115 I 0 I I I I 0.99 68.833 0.00 0.15 0.114 I 0 I I I I 0.98 68.917 0.00 0.15 0:113 .'1 0 I I I I 0.97 69.000 0.00 0.15 0.112 I 0 I I I I 0.96 69.083 0.00 0.15 0.111 I 0 I I I I 0.95 69.167 0.00 0.15 0.110 1.0 I I I I 0.94 69.250 0.00 0.15 0.109 I 0 I I I I 0.94 69.333 0.•00 0.14 0.108 10 I I I I 0.93 69.417 0.00 0.14 0.107 I 0 I I I I 0.92 69.500 0.00 0:14 0.106 I 0 I I I I 0.91 69.583 0.00 0.14 0.105 I 0 I I I I 0.90 69.667 0.00 0.14 0.104 I 0 I I I I 0.89 69.750 0.00 0.14 0.103 I 0 I I I I 0.89 69.833 0.00 0.14 0.102 I 0 I I I I 0.88 69.917 0.00 0.14 0.101 I 0 I I I I 0.87 70.000 0.00 0.13 0.100 I 0 I I I I 0.86 70.083 0.00 0.13 0.099 I 0 I I I I 0.85: 70.167 0.00 0.13 0.098 I 0 I I I I 0.85 70.250 0.00 0.13 0.097 I 0 I I I I 0.84 70.333 0.00 0.13 0.096 I 0 I I" I I 0.83 70.417 0.00 0.13 " 0.095 I 0 I I I I 0.82 70.500 0.00 0.13 0.094 I 0 I I I I 0.81 70.583 0.00 0.13 0.094 I 0 I I I I 0.81 70.667 0.00 0.12 0.093 I 0 I I I I 0.80 70.750 0.00 0.12 0.092 I 0 I I I I 0.79 70.833 0.00 0.12 0.091 I 0 I I I 1 0.79 70.917 0.00 0.12 0.090 IO I I I I 0.78 71.000 0.00 0.12 0.089 IO I I I I 0.77 71.083 0.00 0.12 0.089 IO I I I I 0.76 71.167 0.00 0.12 0.088 IO I I I I 0.76 71.250 0.00 0.12 0.087 IO I I I I 0.75 71.333 0.00 .0.12 0.086 IO I I I I 0.74 71.417 0.00 0.11 0.085 IO I I I I 0.74 • 71 .500 0.00 0.11 0.085 IO I I. I ( 0.73 71.583 0.00 0.11 0.084 IO I I I I.. 0.72 71.667 0.00 0.11 0.083 IO I I I I 0.72 71.750 0.00 0.11 0.082 IO I I I I- 0.71 71.833 0.00 0.11 0.081 IO I I I I 0.70 71.917 0.00 0.11 0.'081 IO I I. I. I 0.70. 72.000 0.00 0.11 0.080 IO I I I I' 0.69 72.083 0.00 0.11 0.079 IO I I I I 0..68 72.167. 0.00 0.11 0.079 IO I I I I 0.68 72.250 0.00 0.10 0.078. IO I I. I I. 0.67 72.333 0.00 0.10 0,.077 IO I I I. I 0.66 72.417 0.00 0.10 0:076 IO I I I I 0.66 72.500 0.00 0.10 0.076 IO I I I I 0.65 72.583 0.0.0 0.10 0.075 IO I I I 1 0.65 72.667 0.00 0.10 0.074 IO I I I I 0.64' Remaining water in basin = 0.07 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 872 Time interval = 5.0 (Min.) Maximum /Peak flow rate '= 0.161 (CFS) Total volume = 0.893 (Ac.Ft) Status of hydrographs being held in storage Stream l Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000. 0.000 0.000 0.00.0 0.000 Vol (Ac.Ft) 0.000 0:000 0.000 0.000 0.000 • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/.05 File: 3207Ob24100.out Retention Basin #5 24- hour.duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ +...... + + + + + + + + + + + +...... + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data.(Inches) Input Values Used English Units used in output format --------------------------------------------------------------=------ - --------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Drainage Area = 4.02(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.02(Ac.)� _ Sq. Mi. Length along longest watercourse.= 650.00(Ft.) Length along longest watercourse measured to centroid = 205.00(Ft.) Length along longest watercourse = 0.123 Mi. Length along longest watercourse measured to centroid = 0.039 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 56.8615 Ft. /Mi. Average Manning's IN'— 0.020 Lag time = 0.029 Hr. Lag time = 1.75 Min. 25% of lag time = 0.44 Min. 40% of lag time 0.70 Min. Unit time = 5.00 Min. Duration of storm= 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 4.02 1.40 5.63 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall.(In) [2] Weighting [1 *2] 4.02 4.50 18.09 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor 100.00 % Adjusted average point rain'= 4.500(In) 0.006• Unit Time . Pattern Storm Rain Loss rate(In. /Hr) Effective Sub -Area Data: Area(Ac.) Runoff Index Impervious % (In /Hr) Max 4.020. '32.00 0.800 1 0.08 .Total Area Entered = 4.02(Ac.) 0.036 0.274 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 0.17 AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 0.009 32.0 52.0 0.552 0.800 0.154 1.000 0.154 0.07 0.036 0.272 Sum (F) = 0.154 0.03 Area averaged mean soil loss (F) (In /Hr) = 0.154 0.10 0.054 Minimum soil loss rate ((In /Hr)) = 0.077 0.04 5 (for 24 hour storm duration) 0.10 0.054 0.270 Soil low loss rate (decimal)- ---------------------------------------- 0'.260 =--------------- ------------- 0.50 U n i t `H y d r o g .r a p h 0.269 0.014 DESERT S -Curve 7 0.58 0.10 ----------------------- =------------------------------------------- Unit Hydrograph Data 0.267 - 0.04 --------------------------------------------------------------------- Unit time period Time of lag Distribution Unit Hydrograph 0.054 (hrs). Graph % (CFS). 9 1 0.083 284.985 54'.460 2.206 0.265 2 0.167 569.969 39.730 1.610 0.83 3 0.250 854.954 5.810 0.235 0.019 Sum = 100.000 Sum= ----------------------------------------------------------------- 4.051 - - - - -- Unit Time . Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 0.25 0.07 0.036 0.272 0.009 0.03 4 0.33 0.10 0.054 0.271 0.014 0.04 5 0.42 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0.58 0.10 0.054 0.267 0.014 0.04 8 0.67 0.10 0.054 .0.266 0.014 0.04 9 0.75 0.10 0.054 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0.019 0.05 11 0.92 0.13 0.072 0.263 0.019 0.05 12 1.00 0.13 0.072 0.262 0.019 0.05 13 1.08 0.10 0.054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 0.04 15 1.25 0.10 0.054 0.259 0.014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257_ 0.014 0.04 18 1.50 0.10 0,054 0.256 0.014 0.04 19 1.58 0.10 0.054 0.255 0.014 0.04 20 1.67 0.10 0.054 0.254 0.014 0.04 21 1.75 0.10 0.054 0.253 0.014 0.04 22 1.83 0.13 0.072 0.252 0.019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072, 0.249 0.019 0.05 26 2.17 0.13 0.072 0.248 0.019 0.05 27 . 2.25 0.13 0.072 0.247 0.019 0.05 28 2.33 0.13 0.072 0.246 0.019• 0.05 29 2.42 0.13 0.072 0.245 0.019 0.05 30 2.50' 0.13 0.072 0.244 0.019 0.05 .31 2.58 0:17 0.090 0.243 0.023 0.07 32 2.67 0.17 0.090 0.242 0.023 0.07 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0.240 .0.023 0.07 35 2.92 0.17 0.090 0.239 0.023 0.07 36 3.00 0.17 0:090 0.238 0.023 0.07 37 3.08 0.17 0.090 0.237 0.023 0.07 38 3.17 0.17 0.090 0.236 0.023 0.07 39 3.25 0.17 0.090 0.235 0.023 0.07 40 3.33 0.17 0.090 0.234 0.023 0.07 41 3.42 0.17 0.090 0.233 0.023 0.07 42 3.50 0.17 0.090 0.232 0.023 0.07 43' 3.58 0.17 0.090 0.231 0.023 0.07 44 3.67 0.17 0.090 0.230 0.023 0.07 45 3.75 0.17 0.090 0.229 0.023 0.07 46 3.83 0.20 0.108 0.228 0.028 0.08 47 3.92 0.20 0.108 0.227 0.028 0.08 48 4.00 0.20 0.108 0.226 0.028 0.08 49 4.08 0.20 0.108 0.225 0.028 0.08 50 4.17. 0.20 .0.108 0..224 0.028 0.08 51 4.25. 0.20 0.108 0.223 0.028 0.08 52 4.33 0.23 0.126 0.222 0.033 0.09 53 4.42 0.23 0.126 0.222 0.033 0.09 54 4.50 0.23 .0.126. 0.221 0.033 .0.09 55 4.58 0.23 0.126 0.220 0 .-033 0.09 56 .4.67 0.23 0.126 0.219 0.033 0.09 57 4.75 0.23 0.126 0.218. 0.033 0.09 58 4.83 0.27 0.144 0.217 0.037 0.11 59 4.92 0.27 0.144 0.216 0.037 0.11 60 5.00 0.27 0.144 0.215 0.037 0.11 61 5.08 0.20 0.108 0.214 0.028 0.08 62. 5.17 0.20 0.108 0.213 0.028 0.08 63 5.25 0.20 0.108 0.212 0.028 0.08 64 5.33 0.23 0.126 0.211 0.033 0.09 65 5.42 0.23 0.126 0.210 0.033 0.09 66 5.50 0.2.3 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0.208 0.037 0.11 68 5.67 0.27 0.144 0.208 0.037 0.11 69 •5.75 0.27 0.144 0.207 0.037• 0.11 70 5.83 0.27 0.144 '0.206 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 72 6.00 0.27 0.144 0.204 0.037 0.11 73 6.08 0.30 0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 0.042 0.12 75 6.25 0.30 0.162 0.201 0.042 0.12 76 6.33 0.30 0.162 0.200 0.042 0.12 77 6.42 0.30 0.162 0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13 80 6.67 0.33 0.180 0.197 0.047 0.13 81 6.1.5 0.33 0.180 0.196 0.047 0.13 82 6.83 0.33 0.180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.194 0.047 0.13 84 7.00 0.33 0.180 0.193 0.047 0.13 85 7.08 0.33 0.180 0.192 0.047 0.13 86 7.17 0 .'33 0.180 0.191 0.047 0.13 87 7.25 0.33 0.180 0.191 0.047 0.13 88 7.33 0.37 0.198 0.190 - -- 0.01 89 7.42 0.37 0.198 0.189 - -- 0.01 90 7.50 0.37 0.198 0.188 - -- 0.01 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67 0.40 0.216 0.186 0.03 93 • 7.75 0.40 0.216 0.185 =_= 0.03 94 7.83 0.43 0.234 .0.184 - -- 0.05 95 7.92 .0.43 0.234 0.184 - -- 0.05 96 8.00 0.43 0.234 0.183 - -- 0.05 97 8.08 0.50 0.270 0.182 - -- 0.09 98 8.17 0.50 0.270 0.181 - -- 0.09 99 8.25 0.50 0.270 0:180 - -- 0.09 100 8.33, 0.50 0.270 0.179 .0.09 101' 8.42 0.50 0.'270 0.179 - -- 0..09 102 8.50 0.50 0.270 0.178 - -- 0.09 10.3 8.58 0.53 0.288 0.177 - -- 0.11 104 8.67 0.53 0.288 0.176 - -- 0.11 105 8:75 ,0.53 0:288 0.175 - -- 0.11 106. 8.83 0.57 0.306 0.174 -. -- '0..13 107 8.92 0.57 0.306 0.174 - -- 0.13 108 9.00 '0.57 0.306 0.173 - -- 0.13 109. 9.08 0.63 0.342 0.172 - -- 0.17 110 .9.17 0.63 0.342 0.171 - -- 0.17 111 9.25 0:63 0 .342 0.170 - -- 0.17 112 9.33 0.67 0.360 0.169 - -- 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 9.50 0.67 0.360 0.168 - -- 0.19 115 9.58 0.70 0.378 0.167 - -- 0'.21 116. 9.67 0.70 0.378 0.166 - -- 0.21 117 9.75 0.70 0.378 0.165. - -- 0.21 118. 9:83 0.73 .0.396 0.165 - -- 0.23 119 9.92 0.73. 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396 0.163 - -- 0.23 121 10.08 0.50 0.270 0.162 - -- 0.11 122 10.17 0.50 0.270 0.162 - -- 0.11 123 10.25 0.50 0.270 0.161 - -- 0.11 124 10.33 0.5.0 0:270 0.160 - -- 0.11 125 10.42 .0.50 0.270 0.159 - -- 0.11 126 10.50 0.50 0.270 0.158 - -- 0.11 127 10.58 0.67 0.360 0.158 - -- 0.20 128 10.67 0.67 0.360 0.157 - - -. 0.20 129 10.75 0.67 0.360 0.156 - -- 0.20 130 10.83 0.67 0.360 0.155 0.20 131 10..92 • 0.67 0.360 0.155 - -- 0.21 .132 11.00 0.67 0.360 0,154 - -- 0.21. 133 11.08 0.63 0.342 0.153 - -- 0.19 134 11.17 0.63 0.342 0.152 - -- 0.19 135 11.25 . 0.63 0.342 0.152 - -- 0.19 -136 11.33 0.63 0.342 0.151 - -- 0.19 137 11.42 0.63 0.342 0.150 - -- 0.19 138 11.50 0.63 .0.342 0.149 - -- 0.19 139 11.58 0.57 0.306 0.149 - -- 0.16 140' 11.67 0.57 0.306 0.148 - -- 0.16 141 11.75 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12.00 0.60 0.324 0.145 - -- 0.18 145 12.08 0.83 .0.450 0.144 - -- 0.31 146 12.17 0.83 0.450 0.143 - -- 0.31 147 12.25 0.83 0.450 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - - - 0.33 150 12.50. 0.87 0.468 0.141 - -- 0.33 _ 151 12.58 0.93 0.504 0.14'0 - -- 0.36. 152 12.67 0.93 0.504 0.139 - -- 0.36' 153 12:75 0.93 0.504 0.138 - - - 0.37 154 12.83 0.97 0.522 0.138. - -- 0.38 155 12.92 0.97 0.522 .0.137 - -- 0.38. . 156 13.00 0.97 0.522 0.136 - -- 0.39 157 13.08 1.13 0.612 0.136 - - - 0.48 • 158 13.17 1.13 0.612 0.135 0.48 159 13.25 1.13. 0.612 0.134 =_= 0.48 160 13.33 1.13 0.612 0.134 - -- 0.48 161 13.42 1.13 0.612 0.133 - -- 0.48 162 13:50 1.13 0.612 0.132 - -- 0.48.. 163 13.58 0.77 0.414 0.132 - -- 0.28 164 13.67 0.77 0.414 0.131 - -- 0:28 165 13.75 0.77 0.414 0.130 - -- 0.28 166 13.83 0.77 0.414 0.130 0.28 167 13.92 0.77 0.414 0.129 - -- 0.29 168 14:00 0.77 0.414 0.128 - -- 0.29 169 14.08 0.90 0.486 0.128 - -- 0.36 170 14.17 0.90 0.486 0.127 - -- 0.36 171 14.25 0.90 0.486 0.126 - -- 0.36 . 172 14.33 0.87 0.468 0.126' - -- 0.34 173 14.42 0.187 0.468 0.125 - -- 0.34 174 14.50. 0.87 0.468 0.124 - -- 0.34 175 14.58 0.87 0.468 0.124 - -- 0.34• 176 14.67 0.87 0.468 0.123 - -- 0.34 177 14.7.5 0.87 0.468 0.123 - -- 0.35 178 14.83 0.83 0.450 0.122 - -- 0.33 179 14.92 0.83 0.450 0.121 - -- 0.33 180 15.00 0.83 0.450 0.121 - - -. 0.33 181 15.08 0.80 0.432 0.120 - -- 0.31 182. 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- 0'.31 184 15.33 0.77 0.414 0.118 - -- 0.30 185 15.42 0.77 0.414 0.118 - -- 0.30 186 .15.50 0.77 0:414 0.117 - -- 0.30 187 .15.58 0.,63 0.342 0.116 - -- 0.23 188 15.67 0.63 0.342 0.116 - -- 0.23 189 15.75 0.63 0.342 0.115 - -- 0.23 190 15.83 0.63 0.342 0.115 - -- 0.23 191 15.92 0.63 0.342 0.114 - -- 0.23 192 - 16.00 0.63 0.342 0.113 - -- 0.23 193 16_.08 0.13 0.072 0.113 0.019 0.05 194 16.17 0.13 0.072 0.112 0.019 0..05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13 0.072 0.111 0.019 0.05• 197 16.42 0.13 0.072 0.111 0.019 0.05 198 16.50 0.13 0.072 0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16.67 0.10 0.054 0.109 0.014 0.04 201 16.75. 0.10 0.054 0.108 0.014 0.04 202 16.83 0.10 0.054 0.108 0.014 0.04 203 16.92 0.10 0..054 0.107 0.014 0.04 -204 17.00 0.10 0.054 0.107 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206 17.17 0.17 0.090 0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 0.07 208 17.33 0.17 0.090 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090 0.103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 214 .17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13 0.072 0.101 0.019 0.05 216 18.00 0.13 0.072 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.,072 .0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42 0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0.05 223 18.58 0.10 0.054 0.097 0.014 0.04 224 18.67 0.10 0.054 0.097 0.014 0.04 225 18.75 0.10 0.054 0.096 0.014 0.04 226 18.83 0.07 0.036 0.096 0.009 0.03 227 18.92 0.07 0.036 0.095 0.009 0.03 228, 19.00 0.07 0.036. 0.095 0.009 0.03 229 19.08 0.10 0.054 0.094 0.014 0.04 230 19.17 0.10 0.054 0.094 0.014 0.04 231 19..25 0.10 0.054 0.093 0.014 0.04 232 19.33 0.13 0.072 0.093 .0.019 .0.'05 233 19.42 0.13 0.072 0.093 0.019 0.05 234 19.50 0.13 0:072 0.092 0.019 0.05 235 19.58 0.10 0.054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 2.37 19.75 0.10 0.054 0.091 0.014 0.04 238 19.83 0.07 0.036 0.090 0.009 0.03 239 19.92 0.07 0.036 0.090 0.009 0.0.3 240 '20.00 0.07 0.036 0.090 0.009 0.03 241 .20.08 0.10 0.054 0.089 0.014 0.04 242 20.17 0.10: 0.054 0.089 0.014 0.04 243 20.25 0.10 .0.054 0.089 0.014 0.04 244 20.33 0.10 0.054 0.088 0.014 0.04 .245 20.42 0.10 0.054 0.088 0.014 0.04 246 20.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0.10 0.054 0.087 0.014 0.04 248 20..67 0.10 0.054 0:087 0.014 0.04 249 20.75 0.10 0.054 0.0.86 0.014 0.04 250 20.83 0.07 0.036 0.086 0.009 0.03 251 20:92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 0.085 0.009 0.03 253 21.08 0.10 0.054 0.085 0.014 0.04 254 21.17 0.10 0.054 0.085 0.014 0.04 255 21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 0.009 0.03 257 21.42 0.07 0.036 0.084 0.009 0.03 258 -21.50 0.07 0.036 0.083 0.009 0.03 259 21.58 0.10 0.054 0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 0.04 261 21.75 0.10 0.054 0.082 0.014 0.04 262 21.83 0.07 0.036 .0.082 0.009 0.03 263 21.92 0.07 0.036 0.082 0.009 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 '0.014 0.04 266 22.17 0.10 0.054 0.081 0.014 0.04 267 22.25 0.10 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036 0.081 0.009 0.03 269 22.42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 271 22.58 0.07 0.036 0.080 0.009 0.03 272 22.67 0.07 0.036 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036' 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079 0.009 0.03 276 23.00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036 0.079 0.009 0.03 278 23.17 0.07 0.036 0.078 0.009 0.03 279 23.25 0.07 0.036 0.078 0.009 0.03 280 23.33' 0.07 0.036 0.078 0.009 0.03 281 23.42 0.07 0.036 0.078 0.009 0.03 282 23.50 0.07 0.036 0.078 0.009 0.03 283 23.58 0.07 0.036 0.078' 0.009 0.03 284 23.67 0.07 0.036 0.078 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07 0.036 0.077 0.009 •0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288 24.00 0.07 0.036 0.077 0.009 0.03 Sum = 100.0 Sum = 34.6' Flood volume = Effective rainfall 2.89(In) times area 4.0 (Ac.) / [ (In) / (Ft.) ] = 1.0 (Ac. Ft) Total soil loss = 1.61(In) Total soil loss = 0.541(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 42106.1 Cubic Feet Total soil loss = 23560.1 Cubic Feet • Peak ------------------------- flow rate of this hydrograph = = -----------------------------=------------- 1.9.43(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M -------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) - - - - -- ---------------- Time(h +m) ----------------------------------------------------------------------- - --------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0004 0.06 Q 0 +10 0.0011 0.10 Q 0 +15.. 0.0018 0.11 Q 0 +20 ,0.0028 0.14 Q 0 +25 0.0039 0.16 Q 0 +30 0.0050 0.16 Q 0 +35 0.0061 0.16 Q 0 +40 0.0072 0.16 Q 0 +45 0.0084 0.16 Q 0 +50 0.0097 0.19 Q 0 +55 .0..0111 0.21 Q 1 +. 0 0.0126 0.22 Q 1+ 5 0.0139 0.19 Q 1 +10 0.0150 0.17 Q 1 +15 0.0162 .0.16 Q 1 +20 0.0173 0.16 Q 1 +25 0.0184 0.16 Q 1 +30 0.0195 0.16 Q 1 +35 0.0206 0.16 Q 1 +40 0.0217 0.16 Q I I I I 1 +45 0.0229 0.16 Q 1 +50 0.0242 0.19 QV I I- 1 +55 0.0256 0.21 QV 2+ 0 0.0271 0.22 QV 2+ 5 0.0286_ 0.22 QV 2 +10 0.0301 0.22 QV 2 +15 0.0316 0.22 QV 2 +20 0.0331 0.22 QV. 2 +25 0.0346 0.22 QV 2 +30 0.0360 0.22 QV 2 +35 0.0377 0.25 QV 2 +40 0.0396 0.27 IQ 2 +45 0.0414 0.27 IQ 2 +50 0.0433 0.27 IQ 2 +55 0.0452 0.27 IQ 3+ 0 0.0470 0.27 IQ 3+ 5 0.0489 0.27 IQV 3 +10 0.0507 0.27 IQV 3 +15 0.0526 0.27 IQV 3 +20 0.0545 0.27 IQV 3 +25 0.0563 0.27 QV 3 +30 0.0582 0.27 IQV 3 +35 0.0600 0.27 IQV 3 +40 0.0619 0.27 IQV 3 +45 0.0637 0.27 IQV 3 +50 0.0658 0.30 IQV 3 +55 0.0680 0.32 IQV 4+ 0 0.0702 0.32 IQ 4+ 5 0.0725 0.32 IQV 4 +10 0.0747 0.32 IQ V 4 +15 0.0769 0.32 IQ V .4 +20 0.0794 0.35 IQ V I 4 +25 0.0820 0.37 Q V I 4 +30 0.0846 0.3.8 IQ V 4 +35 0.6872 0.38 IQ V I • 4 +40 4 +45 0.08'98 0.0924 0.38 0.38 -IQ V IQ V I 4 +50 0.0952 0.41 IQ V. I 4 +55 0.0981 0.43 IQ V I I 5+ 0 0.1011 0.43 IQ V I I 5+ 5 0.1037. 0.37 IQ V I 5 +10 0.1059 0.33 5 +15 0.1082 0.32 IQ V .5+20 0.1106 0.35 IQ V I 5, +25 0.1132 0.37. IQ V I 5 +30 0.1158 •0.38 5 +35 0.1186 0:41 IQ V 5 +40 0.1216 0.43 IQ I 5 +45 0.1245 0.43 V I 5 +50 0.1275 0.43 IQ V I 5 +55 0.1305 0.43 I 6+ 0 0.1335 0.43 IQQ V 6+ 5 0.1366 0.46 IQ V I 6 +10 0.1400 .-0.48 IQ V I 6 +15 0.1433 0.49 IQ V I 6 +20 0.1466 0.49 IQ I 6 +25 0.1500 0.49 V I, 6 +30 0.1533 .0.49 6 +35 0.1569 0:52 IQQ V I 6 +40 0.1606 0.54 Q 6 +45 0.1643 0.54 i V I 6 +50 0.1680 0.54 I Q V I 6 +55 0.1717 0.54 I Q V I 7+ 0 0.1755; 0.54 I Q V 7+ 5 0.1792 0.54 II 7 +10 • 0.1829 0.54 I Q V I 7 +15, 0.1866 0.54 I Q V 7 +20 0.1884 0.26 IQ V. 7 +25 0.1889 0.07 Q V 7 +30 0.1892 0.04 Q V 7 +35 0.1897 0:08 Q V 7 +40 0.1905 0.11 Q V .7 +45 0.1914 0.12 Q V 7 +50 0.1925 0.17 Q V 7 +55 0.1939 0.20 Q V 8+ 0 0.1953 0:21 Q V 8 +.5 0.1973 0.29 IQ V I 8 +10 0.1997 0.35 IQ V I 8 +15 0.2022 0.36 IQ V I 8 +20 0.2047 0.37 IQ V I 8 +25 0.2072 0.37 IQ V I 8 +30 0.2098 0.37 IQ V I 8 +35 0.2127 0.42 IQ V I 8 +40 0.2157 0.45 IQ V I 8 +45 0.2189 0.46 IQ VI' . 8 +50 0.2223 0..50 IQ VI 8 +55 0.2260 0.53 I Q VI' 9+ 0 0.2297 0.54 I Q VI 9+ 5 0.2339 0.62 I Q VI 9 +10 0.2386 0.68 I .Q VI 9 +15 0.2434 0.69 I Q V 9 +20 0.2485 0.74 I Q V 9 +25 0.2538 0.77 I Q V 9 +30 0.2592 0.78 I Q V 9 +35 0.2648 0.82 I Q V 9 +40 0.2707 0.85 I Q IV 9 +45 0:2766 0.86 I Q IV 9 +50 0.2828 0.90 I 'Q IV 9 +55 0.2893 0.93 I Q IV 10+ 0 0.2957 0.94 I Q I V 104 5 0.3003 0.67 I Q I V r • • • 10 +10 0.3036 0..47 IQ. I V 10 +15 0.3066 0.44 10 +20 0.3097 0.44 IQ I V 10 +25 0.3127 0.45 IQ I V 10 ±30 0.3158 0.45 IQ I V I 10 +35 0.3203. 0.65 I Q I V I 10 +40 0.3259 0.80 I Q I V 10 +45 0.3315 0.82 Q I V 10 +50 0.3372 0.83 I Q I V 10 +55 0.3430 0.83 11+ 0_ 0.3487 0.83 I Q I V 11+ 5 0.3542 0.80 11 +10 0.3595 0.77 I Q I V 11 +15 0.3648 0.77. I Q I V 11 +20 0.3702 0.77 QQ 11 +25 0.3755 0.78 i I V 11 ±30 0.3809 0.78 Q 11 +35 0.3857 0.70 I Q I V 11 +40 0.3902 0.65 I Q I V 11 +45 0.3946 0.64 I Q I V 11 +50 0.3993 0.69 I Q I V 11 +55 0.4043 0.72 QQ 12+ 0. 0.4092 0.72 i I V 12+ 5 0.4162 1.01 12 +10 0.4245 1.21 I Q I V 12 +15.. 0.4331 1.24 Q V 12 +20' 0.4419 1.29 I Q I V 12 +25 0.4510 1.32 I Q I V 12 +30 0.4602 1.33 I Q I VI 12 +35 0.4699 1.41 Q VI 12 +40 0.4800' 1.47 I Q I VI 12 +45 0.4902 1.48 I Q I V 12 +50 0.5006 1.52 12 +55 0.5114 1.55 I Q I IV 13+ 0 0.5221 1.56 I Q I IV 13+ 5 0.5343 1.76 13 +1.0 0.5474 1.91 I Q I I V 13 +15 0.5607 1.93 I Q I I V 13 +20 0.5741 1.94 I Q I I V 13 +25 0.5874 1.94 I Q I I V 13 +30 0.6008 1.94 I Q I I V 13 +35 0.6112 1.51 I Q I I V 13 +40 0.6194 1.19 I Q I I V 13 +45 0.6273 .. 1.15 I Q I I V 13 +50 0.6353 1.15 13 +55 0.6432 1.15 I Q I I V 14+ 0 0.6512 1.16 I Q I I V 14+ 5 0.6603 1.32 I Q V 14 +10 0.6702 1.44 Q I V 14 +15 0.6802 1.46 14 +20 0.6900 1.42 I Q I I V 14 +25 0.6996 1.39 I Q I I V 14 +30 0.7091 1.39 I Q. I I VI 14 +35 0.7187 1.39 VV 14 +40 0.7284 1.40 I Q I I 14 +45 0.7380 1.40 I Q I I V 14 +50 0.7474 1.36 I Q I I V 14 +55 0.7566 1.34 I Q I I IV. 15+ 0. 0.7658 1.33 I Q I I IV 15+ 5 0.7747 1.30 I Q I I I V 15 +10 0.7834 1.27 I Q I I I V 15 +15 0.7922 1.27 I Q I I I V 15 +20 0.8007 1.23_ I Q I I I V 15 +25 0.8090 1.20. I Q I I I V 15 +30 0.8172 1.20 I' Q I I I V 15 +35 0.8244 1.05 I Q I I I V Il u ri u • 15 +40 0.8309 0.93 Q I V 15 +45 0.8372 0.92 I Q I I V 15 +50 0.8435 0.92 I Q V 15 +55 0.8499 0.92 I Q V 16+ 0 0.8563 0.93 I Q I I V 16+ 5 0.8600 0.54 I Q I I V 16 +10 0.8617 0.26 IQ I I V 16 +15 0.8632 0.22 Q I I I V 16 +20 0.8647 0.22 Q I I I V 16 +25 0.8662 .0.22 Q I I I V 16 +30 0.8677: -0.22 Q I I I V 16 +35 0.8690 0.19 Q I I I' V 16 +40 0.8701 0.17 Q I I I V 16 +45 0.8712 0.16 Q I I I V 16 +50 0.8723 0.16 Q I I I V 16 +55 0.8735 0.16 Q I I I V 17+ 0 0.8746 0.16 Q I I I V 17+ 5 0.8761 0.22 Q I I I V 17 +10 0..8779 0.26 IQ I I I V 17 +15 0.8798 0.27 IQ v 17 +20 0.8816 0.27 IQ I I I V 17 +25 0.8835 0.27 IQ I I I V 17 +30 0.8853 0.27 IQ I I I V 17 +35 0.8872 0.27 IQ I I I V 17 +40 0.8891 0.27 IQ I I I V 17 +45 0.8909 0.27 IQ I I I V 17 +50 0.8926 0.24 Q I I I V 17 +55 0.8941 0.22 Q I I I V 18+ 0 0.8956 0.22 Q I I I V 18+ 5 0.8971 0.22 Q I I I V 18 +10 0.8986 0.22 Q I I I V 18 +15 0.9000 0.22 Q I I I V 18 +20 0.9015 0.22 Q I I I V 18 +25 0.9030 0.22 Q I I I V 18 +30 0.9045 0.22 Q I I I V 18 +35 0.9058 0.19 Q I I I V 18 +40 0.9069 0.17 Q I I I V 18 +45 0.9080 0.16 Q I I I V 18 +50 0.9090 0.13 Q I I I V 18 +55 0.9097 0.11 Q I I I V 19+ 0 0.9105 0.11 Q I I I V 19+ 5 0.9114 0.14 Q I I I V 19 +10 0.9125 0.16 Q I ( I V 19 +15 0.9136 0.16 Q I I I V 19 +20 0.9149 0.19 Q I I I V 19 +25 0.9164 0.21 Q I I I V 19 +30 0.9179 0.22 Q I I I V 19 +35 0.9192 0.19 Q I I I V 19 +40 0.9203 0.17 Q. I I I V 19 +45 0.9214 0.16 Q I I I V 19 +50 0.9223 0.13 Q I I I V 19 +55 0.9231 0.11 Q I I I V 20+ 0 0.9239 0.11 Q I I I V 20+ 5 0.9248 0.14 Q I I I V 20 +10 0.9259 0.16 Q I I I V 20 +15 0.9270 0.16 Q I I I V 20 +20 0.9281 0.16 .'Q I I I V 20 +25 0.9292 0.16 Q I I I V 20 +30 0.9304 0.16 Q I I I V 20 +35 0.9315. 0.16 0 I I I V 20 +40 0.9326 0.16 Q I I I V 20 +45 0.9337 0.16 Q I I I V 20 +50 0.9346 0.13 Q I I I V 20 +55 0.9354 0.11 Q I I I V 21+ 0 0.9361 0.11 Q I I I V 21+ 5 0.9371 0.14 Q I I I V 21 +10 0.9382 0.16 Q I V 21 +15 • 0.9393 0.16 Q I I I V 21 +20 0.9402 0.13 Q I V 21 +25 0.9410 0.11 Q I I V 21 +30 0.9417 0.11 Q I I V �. 21 +35 0.9426 0.14 Q I I VI 21 +40 0.9437 0.16 Q I I VI 21 +45 0.9449 0.16 Q ( I VI 21 +50 0.9458 _ 0.13 Q VI 21 +55 0.9465 0.11 Q I. I I. VI. 22± 0 0.9473 0.11 Q I I I VI .22+ 5 0.9482 0.14 Q I I I VI'. 22 +10 0.9493 0.16 Q I I I VI 22 +15 0.9504 0.16 Q I I I VI - 22 +20 0.9513 0.13 Q I I I VI 22 +25 0.9521 0.11 Q I I I VI 22 +30 0.9529 0.11 Q I I I VI 22 +35 0.9536 .0.11 Q I I I VI. 22 +40 0.9543 0.11 Q I I I VI 22 +45 0.9551 0.11 Q I I I VI 22 +50 0.9558 0.11. Q I I I VI 22 +55 0.9566• 0.11 Q I I I VI. 23 +.0 0.9573 0.11 Q I I I VI 23+ 5 0.9581• 0.11 Q I I I VI 23 +10 0.9588 0.11 Q I' I I VI 23 +15 .0.9595 0.11 Q I I I VI 23 +20 0.9603 0.11 Q I I I VI 23 +25 0.9610 .0.11 Q I I I VI 23+30 0.9618 0.11 Q I I I VI 23 +35 0.9625 0.11 Q I I I VI 23 +40 • 0.9633 0.11 Q I I I VI 23 +45 0.9640 0.11 Q I I I VI 23 +50 0.9648 0.11 Q I I I VI 23 +55 0.9655 0.11 Q I I I_ VI 24+ 0 0.9662 0.11 Q I I I VI 24+ 5 0.9666. 0.05 Q I I I VI 24 +10 0.9666 0.01 Q I I I V U n it H y d r o g r a p h A ft a 1 y s i s. Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study.date 07/28/05 File: 32070b6100.out Retention Basin #5 6 -hour duration, 100 -year storm event + + + + + + + + + + + + + + + + + + + + + +...... +++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------=----------------------------------------------------- - - - - -- Riverside County Synthetic. Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- Drainage Area = 4.02(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.02(Ac.) 0.006 Sq. Mi. Length along longest watercourse = 650.00(Ft.) Length along longest watercourse measured to centroid = 205.00(Ft.) Length along longest watercourse = 0.123 Mi. Length along longest watercourse measured to centroid.= 0.039 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 56.8615 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time 0.029 Hr. Lag time = 1.75 Min. 25% of lag time = 0.44 Min. 40% of lag time.= 0.70 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) (2] Weighting [1 *2) 4.02 1.00 4.02. 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2) 4.02 2.50 10..05 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 Adjusted average point rain = 2.500(In) Sub -Area Data: • Area(Ac.) Runoff Index Impervious 4.020 32.00 0.800 ..Total Area Entered = 4.02(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 .52.0 0.552 0.800 0.154 1.000. 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24'hour storm duration) Soil low loss rate ------------------------------------------------ (decimal) = 0.260 - -------------------- U n i t H y d r o g r a p h DESERT S -Curve ----_---------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ---------------------------------------------------=----------------- Graph % (CFS) 1 0.083 284.985 54.460 2.206 2• 0.167 569.969 39.730 1.610 3 0.250 854.954 .5.810 0.235 ----------------------------------------------------------------------- Sum = 100.000 Sum= 4.051 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.150 0.154 0.039 0.11 2 0.17 0.60 0.180 0.154 - -- 0.03 3 0.25. 0.60 0.180 0.154 - -- 0.03 4 .0.33 0.60 0.180 0.154 - -- 0.03 5 0.42 0.60 0.180 0.154 - -- 0.03 6 0.50 0.70 0.210 0.154 - -- 0.06 7 0.58 0.70 0.210 0.154 -- 0.06 8 0.67 0.70 0.210 0.154 - -- 0.06 9 0.75 0.70 0.210 0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0.06 11 0.92 0.70 0.210 0.154 - -- 0.06 12 1.00 0.80 0.240 0.154 - -- 0.09 13 1.08 0.80 0.240 0.154 - -- 0.09 14 1.17 0.80 0.240 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 16 1.33 0.80 0.240 0.154 - -- 0.09 -17 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80. 0.240 0.154 - -- 0.09 19 1.58 0.80 0.240 0.154 - -- 0.09 20 1.67 0.80 0.240 0.154 - -- 0.09 21 1.75 0.80 0.240 0.154 - -- 0.09 22 1.83 0.80 0.240 0.154 - -- 0.09 23 1.92 0.80 0.240 0.154. - -- 0.09 24 2.00 0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.240 0.154 - -- 0.09 26 2.17 0.90 0.270 0.154 0.12 27 2.25 0.90 0.270 .0.154 =_= 0.12 28 2.33 0.90 0.270 0.154 0.12 29 2.42 0.90 0.270 0.154 - -- 0.12 30 2.50 0.90 0.270 0.154 - -- 0.12 31 2.58 0.90 0.270. 0.154 - -- 0.12 32 2.67 0.90 0.270 0.154 - -- 0.12 33 2.75 1.00 0.300 0.154 - -- 0.15 0 • 34 2.83 1.00 0.300 0.154 - -- 0.15 35 2.92 1.00 0.300 0.154 - -- 0.15 36 3.00 1.00 0'.300 0.154 - -- 0.15 37 3.08 1.00 0.300 0.154 - -- 0.15 38 3.17 1.10 0.330 0.154 - -- 0.18 39 3.25 1.10 0.330 0.154 - -- 0.18 40 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0.21 42 3.50 1.30 0.390 0.154 - -- 0:24 43 3.58 1.40 0.420 0.154 - -- 0.27 44 3.67 1.40: 0.420 0.154 - -- 0.27. 45 3.75 1.50 .0.450 0.154 - -- 0.30 46 3.83 1.50 0.450 0.154 - -- 0.30" 47 3.92 1.60 0.480 0.154 - -- 0.33 48 4.00 1.60 0.480 0.154 - -- 0.33 49 4.08 1.70 0.510 0.154 - -- 0.36 50 4.17 1.80 0.540 0.154 - -- 0.39 51 4.25 1.90 0.570 0.154 - -- 0.42 52 4.33 2.00 0.600 0.154 - -- 0.45 53 4.42 2.10 0.630 0.154 - -- 0.48 54 4.50 2.10 0.630 0.154 - -- 0.48 55 4.58 2.20 0.660-, 0.154 - -- 0.51 56 4.67 2.30 0.690 0.154 - -- 0.54 57 4.75 2.40 0.720 0.154 - -- 0.57 58 4.83 2.40 0.720 0.154 - -- 0.57 59 4.92 2.50 0.750 0.154 - -- 0.60 60 5.00 2.60 0.780 0.154 - - -. 0.63 61 5.08 3.10 0.930 0.154 - -- 0.78 62 5.17 3.60 1.080 0.154 - -- 0.93 63 5:25 3.90 1.170 0.154 - -- 1:02 64 5.33 4.20 1.260 0.154 - -- 1.11 65 5.42 4.70 1.410 0.154 - -.- 1.26 66 5.50 5.60 1.680 0.154 - -- 1.53 67 5.58 1.90 0.57.0 0.154 - -- 0.42 68 5.67 0.90 0.270 0.154 - -- 0.12 69 5.75 0.60 0.180 0.154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall. 1.62.(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.88(In) Total soil loss = 0.296(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 23567.2 Cubic'Feet Total soil loss = 12913.8 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 5.650(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) -------------------------- Volume Ac.Ft ------------------------------------------ Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0017 0.25 Q 0 +10 0.0033 0.24 Q 0 +15 0.0042 0.12 Q 0 +20 0.0049 0.10 Q 0 +25 0.0056. 0.10 Q 0 +30 0.0068 0.17 Q 0 +35 0.0083 0.22 Q 3+ 5 0 +40 0 +45 0.0098 0.0114 0.23 0.23 Q Q 0.0949 0 +50 0.0129 0.23. Q 0.70 0 +55 0.0145 0.23 QV I Q V 1+ 0 0.0165 0.29 IQ . 3 +30 0.1161 1+ 5 0.0188 0.34 IQ 1.01 I Q V 1 +10 0.0212 0.35 IQ 3• +45 0.1383 1 +15 0.0236 0.35 IQ 1.19 I Q 1 +20 .0.0260 0.35 IQ 4+ 0 ` 1 +25 0.0284 0.35 IQV 1.'39 I Q 1 +30 0.0307 0.35 I Q IQV. ' 1 +35 0.0331 0.35 0.2073 IQV I Q 1 +40 0.0355 0.35 I Q IQV 0.2334 1 +45 0.0379 0.35 0.2471 IQV I Q 1 +50 0.0403 0.35 I Q IQV 0.2770 1 +55 0.0427 0.35 0.2928 IQ V I ' 2+ 0• 0.0455 0.41 I Q IQ V I 0.3260 2+ 5 0.0483 .0.40 0.3457 IQ V ,I 2 +10 0.0511 0.42 IQ V I 0.3964 2 +15 0.0543 0.46 0.4260 IQ V I 2 +20 0.0575 0.47 I IQ V I 2 +25 0.0608 0.47 IQ. V I 2 +,30 0.0640 0.47 IQ V 2 +35 0.0672 0.47 IQ V I 2 +40 0.0705 0..47 IQ V I 2 +45 0.0741 0.53 I Q V 2 +50. 1 0.0781 0.58 I Q V 2 +55 0.0822 .0.59 I Q. V 3+ 0 0.0863 0.59 Q V 3+ 5 0.0903 0.59 Q V 3 +10 0.0949 0.66 I Q V 3 +15 0.0997 0.70 I Q V 3 +20 -0.1046 0.71 I Q V 3 +25 0.1100 .0.78 I Q V . 3 +30 0.1161 0.89 I Q V 3 +35 0.1231. 1.01 I Q V 3 +40 0.1305 1.07 I Q V 3• +45 0.1383 1.14 I Q I 3 +50 0.1465 1.19 I Q 3 +55 0.1552 1.26 I Q 4+ 0 0.1643 1.31 I Q 4+ 5 0.1738 1.'39 I Q 4 +10 0.1842 1.50 I Q 4 +15 0.1953 1.62 I Q 4 +20 0.2073 1.74 I Q 4 +25 0.2202 1.87 I Q 4 +30 0.2334 1.92 I Q 4 +35 0.2471 1.99 I Q 4 +40 0.2617 2.11 I Q 4 +45 0.2770 2.23 I Q 4 +50 0.2928 2.29 I Q 4 +55 0.3090 2.36 I Q 5+ 0 0.3260 2.47 ( Q 5+ 5 0.3457 2.86 5 +10. 0.3694 3.44 • 5 +15 0.3964 3.92 5 +20 0.4260 4.29 5 +25 0.4589 4.79 I 5 +30 0.4979 5.65 5 +35 0.5231 3.67 5 +40 0.5320 1.28 I Q 5 +45 0.5343 0.34 IQ 5 +50 0.5365 0.31 IQ 5 +55 0.5388 0-.33 IQ 6+ 0 0.5404 0.23 Q 6+ 5 0.5410 0.09 Q V V V 'V V V, V V V i Q Q Q Q Q Q IV V I V I V I V I V Q V V V V V V V V V V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: 32070b3100.out Retention Basin #5 3 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ ...... + + + + + + + + + + + +...... + + + + + ++ -=7------------------------------7-------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data.(Inches) Input Values Used English Units used in output format -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Drainage Area = 4.02(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.02(Ac.) = 0.006 Sq. Mi. Length along longest watercourse = 650.00(Ft.) Length along longest watercourse measured to centroid = 205.00(Ft.) Length along longest watercourse = 0.123 Mi. Length along longest watercourse measured to centroid = 0.039 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 56.8615 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time.= 0.029 Hr. Lag time = 1.75 Min. 25% of lag time = 0.44 Min. 40% of lag time 0.70 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 4.02 0.70 2.81 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 4.02 2.20 8.84 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor 100.00 % Adjusted average point rain'= 2.200(In) Sub -Area Data: Area(Ac.) Runoff -Index Impervious 4.020 32.00 0.800 Total Area Entered- 4.02(Ac.).. RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate -------------------------.-------------------------------------------- (decimal).= 0.260 U n i t 'H y d r o g r a p. h DESERT. S -Curve -------=------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------7-------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 284.985 54.460 2.206 2 0.167 569.969 ..39:730 1.610 3 0.250 854.954 5.810 0.235 - -----------------=--------------------------------- Sum = 100.000 Sum= - --------------- 4.051 --- Unit Time Pattern Storm Rain Loss rate In. Hr Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.343 0.154 - -- 0.19 2 0.17 1.30 0.343 0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6. 0.50 1.80 0.475 0.154 - -- 0.32 7 0.58 1.50 0.396 0.154 - -- 0.24 8 0.67 1.80 0.475 .0.154 - -- 0.32 9 0.75 1.80 0.475 0.154 - -- 0.32 10 0.83 1.50 0.396 0.154 - -- 0.24 11 0..92 1.60 0.422 0.154 - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0.581 0.154 - -- 0.43 14 1.17 2.20 0.581 0.154 - -- 0.43 15 1.25 2.20. 0.581 0.154- - -- 0.43 16 1.33 2.00 0.528 0.154 - -- 0.37 17 1.42 2.60 0.686 0.154 - -- 0.53 18 1.50 2.70 0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154' - -- 0.48 20 1.67 2.70 0.713 0.154. - -- 0.56 21 1.75 3.30 0.871 0.154 - -- 0.72 22 1.83 3.10 0.818 0.154 -- 0.66 23 1.92 2.90 0.766 0.154 - -- 0.61 24 2.00 3.00 0.792 0.154 - -- 0.64 25 2.08 3.10 0:818 0.154 - -- 0.66 26 2.17 4.20 1.109 0.154 0.95 27 2.25 5.00 1.320 0.154 =_= 1.17 28 2.33 3:50 0.924 0.154 0.77 29 2.42 6.80 1.795 0.154 - -- 1.64 30 2.50. 7.30 1.927 0.154 - -- 1.77 31 2.58 8.20 2.165 0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- 1.40 33 2.75 2.00 0.528 0.154 - -- 0.37 34 2.83 1.80 0.475 0.154 - -- 0.32 35 2.92 1.80 0.475. 0.154 - -- 0.32 36 3.00 0.60- 0.158 0.154 0.00 Sum = 100.0 Sum = 20.8 Flood volume = Effective rainfall 1.74(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 0.6(Ac.Ft) Total soil loss = 0.46(In) Total soil loss 0.155(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 25341.8 Cubic Feet Total soil loss = 6761.4 Cubic Feet ----------------------=--------------------------------------------- Peak - ---- - flow rate of - - - -- - - - - - - - this hydrograph = 7.679(CFS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ++++++++++++++++++++.+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g.r a p h Hydrograph in 5 Minute intervals ((CFS)) ---------------------------------- Time(h +m) Volume Ac:Ft ----------------------- Q(CFS) 0 2.5 5.0 - ---------- 7.5 10.0 -----------------------------.----------------------------.---------_---- 0+ 5 0.0029 0.42 VQ 0 +10 0.0078 0.72 V Q 0 +15 0.0123 0.65 V Q 0 +20 0.01.78 0.80 IV Q 0 +25 0.0244 .0.95 IV Q I. ` 0 +30 0.0323 1.15 I V Q 0 +35 0.0399 1.11 V Q 0 +40 0.0480 1.17 I VQ 0 +45. 0.0568 1.28 I V Q 0 +50 0.0646 1.13 I Q 0 +55 0.0719 1.06 I Q 1+ 0 0.0801 1.20 I QV .1+ 5 0.0906 1.52 I Q 1 +10 0.1023 1.70 I QV 1 +15 0.1142 1.73 I QV 1 +20 0.1253 1.61 I Q V 1 +25 0.1382 1.88 I Q VI I I. I 1 +30 0.1532 2.18 I Q V I I I 1 +35 0.1676 2.08 V 1 +40 0.1823 2.14 I Q IV I 1 +45 0.2001 2.59 I Q V I I I 1 +50. 0.2191 2.75 I IQ V I I I 1 +55 0.2369 2.59 I Q V I I I 2+ 0 0.2544 2.55 I Q V I I I 2+ 5 0.2726 2.64 I Q V I I 2 +10 0.2955 3.33 I I Q V I 2 +15 0.3249 4.27 I I Q I V I 2 +20 0.3511 3.80 I I Q I V I 2 +25 0.3864 5.14 I I Q V I I, 2 +30 0.4328 6.74 I I I Q VI .I 2 +35 0.4857 7.68 I I I Q V I 2 +40 0.5322 6.75 I I I Q I V I 2 +45 0.5567 3.56, I I Q I I V I 2 +50 0.5680 1.64 I Q I I I VI 2 +55 0.5771 1.31 I Q I I I VI. 3+ 0 3+ 5 0.5812 0.5818 0.60 I Q 0.08 Q I I I I I I VI VI 3 +10 ----------=------------------------------------------------------ 0.5818 0.00 Q I I I - - - V. - -- • L • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 07/28/05 Retention Basin #6 100 -year storm event, 24 -hour duration MDS Consulting', Irvine, CA - SIN 841 -------------------------------------7------------------------------ * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 32070R24100.rte ******** * * * *. * * * * * * * ** * * * * * * *HYDROGRAPH DATA ** ** * * ** ** * * **** * * *** ** * ** ** Number of intervals = 290 Time interval = 5.0 (Min. ) Maximum /Peak flow rate = 1.474 (CFS) Total volume = 0.733 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 290' Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Graph values: 'I'=-unit inflow; 'O'= outflow at time shown. --------------------------------------------------------------------- Time inflow Outflow Storage Depth -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin -- - - - - - - - - - - - outflow = - - - - - - - - - - 0.00 (CFS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.079 0.097 0.079 0.079 2.000 0.159 .0.098 0.159 0.159 3.000 0.238 0.099 0.238 0.238 4.000 0.317 0.100 0.317 0.317 5.000 0.397 0.101 0.397 0.397 6.000 0.476 0.102 0.476 0.476 7.000 0.554 0.103 0.554 0.554 • 8.000 9000- - 0.625 .681 0.104 0105 0.625 0.681 0.625 0.681 - - -- - - - -0 - -� Hydrograph - -- - - - Detention Basin - -- - - - -- Routing Graph values: 'I'=-unit inflow; 'O'= outflow at time shown. --------------------------------------------------------------------- Time inflow Outflow Storage Depth • (Hours) (CFS) (CFS) (Ac.Ft) .0 0.4 0.74 1.11 1.47 (Ft..) 0.083 0.05 0.00 0.000 0 I I I I 0.00 0.167 0.08 0.00 0.001 OI I I I I 0.01 0.250 0.08 0.00 0.001 OI I I I I 0.01 0.333 0.10 0.00 0.002. 0 I I I I I 0.02 0.417 0.12 0.00 0.003 0 I I I I I 0.03 0.500 0.12 0.00 0.003 0 I I I I I 0.04 0.583 0.12 0.01 0.004 0 I I I I I 0.05 0.667 0.12 0.01 0.005 0 I I I I I 0.06 0.750 0.12 0.01 0.006 0 I I I I I 0.07 0.833 0.15 0.01 0.007 0 I I I I I 0.08 0.917, 0.16 0.01 0.008 0 I I I I I 0.10 1.000 0.16 0.01 0.009 0 I I I I I 0.11 1.083 0.14 0.01 0.010. 0 I I I I I 0.12 1.167 0.13 0.01 0.010 0 I I I I I 0.13 1.250 0.12 0.01 0.011 O I I I I I 0.14 .1.333 0.12 0.01 0.012 0 I. I I I' I 0.15 1.417 0.12 0.02 0.013 O I I I I I 0.16 1.500 0.12 0:02 0.013 0 I I I I I 0.17 1.583 0.12 0.02 0.014 0 I I I I I 0.18 1.667 0.12 0.02 0.015 O I I I I I 0.19 1.750 0.12 0.02 0.016 O I I I I I 0.20 1.833 0.15 0.02 .0.016 O I I I I I 0:21 1.917 0.16 0.02 0.017 O I I I I I 0.22 2.000 0.16 0.02 0.018 0 I I I I I 0.23 2.083 0.16 0.02 0.019 0 I I I I I 0.24 2.167 0..16 0.02 0.020 0 I I I I I .0.26 2.250 0.16 0.03 0.021 0 I I I I I 0,27 2.333 0.16 0.03 0.022 0 I I I I I 0,28 2.417 0.16 0.03 0.023 0 I I I I I 0,29 2.500 0.16 0.03 0.02.4 0 I I I I I 0.30 2.583 0.19 0.03 0.025 O I I I I I 0.32 2.667 0.20 0.03 0.026 0 I I I I I 0.33 2.750 0.20 0.03 0.027 0 I I I I. I 0.35 2.833 0.20 0.03 0.028 O I I I I I 0.36 2.917 0.20 0.04 0.030 O I I I I I 0.38 3.000 0.20 0.04 0.031 0 I' I I I I 0.39 3.083 0.20 0.04 0.032 O I I I I I 0.40 3.167 0.20 0.04 0.033 O I I I I I 0.42 3.250 0.20 0.04 0.034 O I I I I I 0.43 3.333 0.20 0.04 0.035 O I I I I I 0.45 3.417 0.20 0.04 0.036 O I I' I I I 0.46 3.500 0.20 0.05 0.038 IO I I I I I 0.48 3.583 0.20 0.05 0.039 IO I I' I I I 0.49 3.667 0.20 0.05 0.040 IO I I I I I 0.50 3.750 0.20 0.05 0.041 IO I I I I I 0.52 3.833 0.23 0.05 0.042 IO I I I I I 0.53 3.917 0.24 0•.05 0.043 IO I I I I I 0.55 4.000 0.25 0.05 0.044. IO I I. I I I 0.56 4.083 0.25 0.06 0.046 IO I I I I I 0.58 4.167 0.25 0.06 0.047 IO I I I ( I 0.60 4.250 0.25 0.06 0.048 IO I I I I I 0.61 4.333 0.27 0.06 0.050 IO I I. I I I 0.63 4.417 0.28 0.06 0.051 IO I I I I I 0.65 4.500 0.29 0.06 b.053 IO I I I I I 0.67 4.583 0.29 0.07 0.054 IO 1 I 0 .69 I 0.69 4.667 0.29 0.07 0.056 IO I I I I I 0.71 4.750 0.29 0.07 0.057 IO I I I I I 0.73 4.833 0.31 0.07 0.059 IO I I I I I 0.74 4.917 0.33 0.07 0.061 IO II I I I 0.77 5.000 0.33 0.08 0.062 IO II I I I 0.79 5.083 0.28 0.08 0.064 IO I I I I I 0.81 5.167 0.25 0.08 0.065 IO I I I I I 0.82 5.250 0.25 0.08 0.066 IO I I I I I 0.84 5.333 0.27 0.08 0.067 IO I I I I I 0.85 5.417. 0.28 0.08 0.069 IO I 1 I I I 0.87 5.500 0.29 0.09 0.070 IO I I I I I 0.89 5.583 • 0.31 0.09 0.072 IO I I I I' I '0.91 5.667 0.33 0.09 0.073 IO II I I I 0.93 5.750 0.33 0.09 0.075 IO II I I I 0.95 5.833 0.33 0.09 0.076 10 II I I I 0.97 5.917 0.33 0.10 .0.078 10 II I I I 0.99 6.000 0.33 0.10 0.080 10 II I I I 1.01 6.083 0.35 0.10 0.081 10 II I I I 1.03 6.167 0.37' 0.10 0.083 10 II I I I 1.05 6.250 0.37 0.10 0.085 10 I I I I 1.07 6.333 0.37 0.10 0.087 10 I I I I 1.10 6.417 0.37 0.10 0.089 10 I I I I 1.12. 6.500 0.37 0.10 0.091 10 I I I I 1.14 6.583 0.39 0.10 0.093 10 I I I I 1.17 6.667 0.41 0.10 0.095 10 I I I I 1.2.0 6.750 0.41 0.10 0.097 10 I I I I 1.22 6.833 ..0.41 0.10 0.099 10 I I ( I 1.25 6.917 0.41 0.10 0.101 10 I I I I 1.28 7.000 0.41 0.10 0.103 10 I I I I 1.3.0 7.083 0.41 0.10 0.105 10 I I I I 1.33 7.167 0.41 0.10 0.108 10 I I I I 1:36 7.250 0.41 0.10 0.110 10 I I I I 1.38 7.333 .0.20 0.10. 0.111 10 2 I I I I 1.40 7.417 0.05 0.10 0.111 IIO I .I I I 1.40 7.500 0.03 0.10 0.111 10 I I I I 1.40 7.583 0.06 0.10 0.110 IIO I I I I 1.39 7.667 0.09.. .0.10 0.110 IIO I I I I 1.39 7.750 0.09 0.10 0.110 10 I I' I I 1.39. 7.833 0.13 0.10 0.110 10 I I I I. 1.39 7.917 0.15 0.10 0.111 I OI I I I I 1.40 8.000 • 0.16 0•.10 0.111 I OI I I I I 1.4'0 8.083 0.22 0.10 0.112 10 I I I I I 1.41 8.167 0.27 0.10 0.113 10 I I I I I ,1.42 8.250 0.27 0.10 0.114 10 I I I I I 1.44. 8.333 0.28 0.10 0.115 10 I I I I I 1.45 8'.417 0.28 0.10 0.116 10 I I I I I 1.47 8.50'0 0.28 0.10 0.118 I O I I I. I I 1.48 8.583 0.32 0.10 0.119 10 I I I I I 1.50 8.667 0.34 0.10 0.121 I 0 II I. I I 1.52 8.750 0.35 0.10 0.122 10 II I I I 1.54 8.833 0.38 0.10 0.124 10 I I I I 1.56 8.917 0.40 0.10 0.126 10 I I I I 1.59 9.000 0.41 0.10 0.128 10 I I I I 1.62 9.083 0.47 0.10 0.131 10 I I I I I 1.65 9.167 0.52 0.10 0.133 10 I I I I I 1.68 9.250 0.53 0.10 .0.136 10 I I I I I 1.72 9.333 0.56 0.10 0.139 10 I I I I I 1.75 9.417 0.58 0.10 0.143 10 I I I I I 1.80 9.500 0.59 0.10 0.146 10 I I I I I 1.84 9.583 0.62 0.10 0.149 10 I I I I I 1.88 9.667 0.65 0.10 0.153 10 ( I I I I 1.93 9.750 0.65 0.10 0.157 10 I I I I I .1.97 9.833 0.69 0.10 0.161 10 I I I I I 2.02 9.917 0.71 0.10 0.165 10 I II I I 2.08 10.000 0.72 0.10 0.169 10 I II I I 2.13 10.083 0.50 0.10 0.173 10 I I I I I 2.17 10.167 0.35 0.10 0.175 10 II I I I 2.20 10.250 0.33 0.10 0.177 10 II I I I 2.22 10.333 0.34 0.10 0.178 I 0 II I I I 2.25 10.417 . 0.34 0.10 0.180 10 II I I I 2.27 10.500 0.34 0.10 0.182 10 II I I I 2.29 10.583 0.50. 0.10 0.184 10 I I I I I 2.32 .10.667 0.61 0.10 0.187 10 I I I I I 2.36 10.750 0.63 0.10 0.191 10 I I I I I 240 10.833 0.63 0.10 0.194 10 I I I I I 2.45 10.917 0.63 0.10 0.198 10 I 1 I I I 2.49 • • 11.000 0.63 0.10 0.202 I 0 I I 11.083 0.60 0.10 0.205 0 I I 11.167 0.59 0.10. 0.209 I 0 I I 11.250 0.58 0.10 0.212 0 I I 11.333 0.59 0.10 0.215 I 0 I 11.417 0.59- 0:10 0.219 I 0 I I 11.500 0:59 0.10 0.222 I 0 ( I 11.583 0.53 0.10 0.225 I 0 I 11.667 0.49 0.10 .0.228 I 0 ( I 11.750• 0.49 0.10 0.231 0 I 11.833 0.52 0.10 0.234 I 0 I 11.917 0.54 0.10 0.237 0 I I 12.000 0.55 0.10 0.240 ( 0 I 12.083 0.77 0.10 0.243 0 12.167 0.92 0.10 0.249 I 0 12.250 0.94 0:10 0.254 I 0 12.333 0.98 0.10. 0.260 0 12.417 1.00 0.10 0.266 O 12.500 1.01 0.10 0.273 0 12.583 1.07 0.10 0.279 .0 12.667 1.12 0.10- 0.286 0 12.750 1.12 0.10 .0.293 1-0 12.833 1.16 0.10 0.300 0: 12.917 1.18 0.10 0.307 I 0 ..13.000 1.18 0.10 0.315 I 0 13.083 1.34 0.10 0.323 I O 13.167 1.45 0.10 0.332 I 0 13.250 1.47 0.10 ..0.341 I O 13.333 1.47. 0.10 0.351 0 13.417 1.47 0.10 0.360 0 13.500 1.47 0.10 0.370 I 0 13.583 .1.14 0.10 0.378 0 13.667 0.90 0.10 0.384 0 13.750 0.87 0.10 0.390 0 13.833 0.87 0.10 0.395 0 13.917 0.88 0.10 0.400, 0 14.000 0.88 0.10 0.406 0 14.083 1.00 0.10 0.411 0 14.167 1.09 0.10 0.418 0 14.250 1.11 0.10 0.425 0 14.333 1.08 0.10 0.432 O 14.417, 1.06 0.10 0.438 I 0 14.500 1.06 0.10 0.445 0 14.583 1.06 0.10 0.451 0 14.667 1.06 0.10 0.458 I 0 14.75.0 1.06 0.10 0.465 I 0 14.833 1,.03 0.10 0.471 I b 14.917 1.01 0.10 0.477 0 15.000 1.01 0.10 0.484 0 15.083 0.98 0.10 0.490 0 15.167 .0.96 0.10 0.496 0 15.250 0.96 0.10 0.502 0 15.333 0.93 0.10 0.508 0 15.417 0.91 0.10 0.513 0 15.500 0.91 0.10 0.519 0 15.583 0.79 0.10 0.524 I 0 15.667 0.71 0:10, 0.528 0 I 15.750 0.70 0.10 0.533 O. I 15.833 0.70 0.10 0..537 I 0 I 15.917 0.70 0.10 0.541 I 0 I I 16.000 0.70 0.10 0.545 0 I 16.083 0.40 0.10 0.548 I 0 I 16.167 0.19 0.10 0.549 0 I 16.250 0.16 0.10 0.550 OI 16.333 0.16 0.10 0.550 OI 16.417 0.16, 0.10 0.551 102 I I I I I I I I I I I 2 I I I I I I I I I I I 2 I I I. I I I I I I I I I I I I I 2.54 2.58 2.63 2.67 2.11 . 2.76 2.80 2.84 2.87 2.91 2.94 2.98 3.02 3.07 3.13 3.21. 3.28 3.36 3.44 3.5.2 3.61 3.70 3.79. 3.88 3.97 . 4.07 4.19 4.30 4.42 4.54 4.66. 4.76 4.84 4.91 4 :97 5.04 5.11 5.18 5.26 5.35. 5.44 5.52 5.60 5.69 5.77 5.86 5.94 6.02 6.10 6.18 6.25 6.33 6.40 6.48 6.55 6.62 6.67 6.73 6.78 6.83. 6.88 6.92 6.94 6.95 6..95 6.96 16.500 0.16 0.10 0.551 I OI •; 16.583 0.14 0.10 0.551 OI 16.667 0.13 0.10 0.552 I 0 16.750 0.12 0.10 0.552 0 16.833 0.12 0.10 0.552 0 16.917 0.12 0.10 0.552 I 0 17.000 0.12 0.10 0.552 0 17.083 0.17 0.10 0.552 OI 17.167 0.20 0.10 0.553 0 I* 17.250 0.20 0.10 0.554 0 I 17.333- 0.20 0.10 0.554 I 0 I 17.417 0.20 0.10 0.555 I O I 17.500 0.20 0.10 0.556 0 I 17.583 0.20 0.10 0.557 I 0 I 17.667 0.20 0.10 0.557 I 0 I 17.750 0.20 0.10 0.558 1 0 I ` 17.833 0.18 0.10 0.559 OI ' 17.917 0.17 0.10 0.559 I OI 18.000 0.16 0.10 0.559 I OI 18.083 0.16 0.10 0.560 OI 18.167 0.16 0.10 0.560 I OI 18.250 0.16 0.10 0.561 101. 18.333 0.16 0.10 0.561 I OI 18.417 0.16 0.10 0.562 1 OI 18.500 0.16 0.10 0.562 1 OI 18.583: 0.14 0.10 0.562 OI '18.667 0.13 0.10 0.563 0 f 18.750 0.12 0.10 0.563 0 18.833 0.10 0.10 0.563 1 0 18.917 0.08. 0.10 0.563 JIO 19.000 0.08 0:10 0.563 JIO 19.083 0.10 0.10 0.562 I 0 19.167 0.12 0.10 0.563 I 0 19.250 0.12 0.10 0.563 I 0 19.333 0.15 0.10 0.563 I OI 19.417 0.16 0.10 0.563 I OI 19.500 0.16 0.10 0.564 I OI 19.583 0.14 0.10 0.564 I OI 19.667 0.13 0.10 0.564 0 19.750 0.12 0.10 0.564 I 0 19.833 0.10 0.10 0.564 0 19.917 0.08 0.10 0.564 IIO 20.000 0.08 0.10 0.564 IIO 20.083 0.10 0.10 6.564 1 0 20.167 0.12 0.10 0.564 1 0 20.250 0.12 0.10 0.564 1 0 20.333 0.12 0.10 0.564 0. 20.417 0.12 0.10 0.565 0 20.500 0.12 0.10 0.565 0 20.583 0.12 0.10 0.565 0 20.667 0.12 0..10 0.565' 0 20.750 0.12 0.10 0.565 I 0 20.833 0.10 0.10 0.565 0, 20.917 0.08 0.10 0.565 JIO 21.000 0.08 0.10 0.565 IIO 21.083 0.10 0.10 0.565 I 0 21.167 0.12 0.10 0.565 I 0 21.250 0.12 0.10 0.565 I 0 21.333 0.10 0.10 0.565 I 0 • 21.417 0.08 0.10 0.565 IIO 21.500 .0.08 0.10 0.565 JIO 21.583 0.10 0.10 0.565 1 0 21.667 0.12 0.10 0..565 0 21.7 50 0.12 0.10 0.565 0 21.833 0.10 0.10 0.565 I 0 21.917 0.08 0.10 0.565 IIO sr < �1 l.� l �I 6.96 6.97 6.97 6.97 6.97 6.98 6.98 6.98 6.99 7.00 7.01 7.02 7.03 7.04 7.05 7.06 7.06 7.07 7.08 7.08 7.09 7.09 7.10 7.11 7.11 7.12 7.12 7.12 7.12 7.12 7.12 7.12 7.12 7.12 7.12 7.13 7.14 7.14 7.14 7.15 7.15 7.14 7.14 7.14 7.14 7.14 7.15 7.15 7.15 7.15 7.15 7.16 7.16 7.16 7.15 7.15 l.,. Sw 7.15 7.16 7.16 7.16', �'IV 7.15 P 7.15 7 . 15 7.16 7.16 7.16 22.000 0.08 0.10 0.565 22.083 0.10 0.10 0.565 22.167 0.12. 0.10 0.565 22.250 0.12 0.10 0.565 22.333 0.10 0.10 0.565 22.417 0.08 0.10 0.565 22.500 0.08 0.10 0.565 22.583 0.08 0.10 0.565 22.667 0.08 0.10 0.565 22.750 0.08 0.10 0.564 22.833 0.08 0:.10 0.564 22.917 0.08 0.10 0.564 23.000 0.08 0.10 0.564 23.083 0.08 0.10 0.564 23.167 0.08 0.10 0.564 23.250 0.08 0.10 0.564 23.333 0.08 .0.10 0.563 23.417 0.08 0.10 0.563 23.500 0.08 0.10 0.563 23.583• 0.08 0.10 0.563 23.667 0.08 0.10 0.563 23.750 0.08 0.10 0.563 23.833 0.08 0.10 .0.563 `23.917 0.08 0.10 0.562 24.000 0.08 0.10 0.562 24.083 0.04 0.10 0.562 24.167 0.00 0.10 0.561 24.250 0.00 0.10 0.561 24.333 0.00 0.10 0.560 24.417 0.00 0.10 ..0.559 24.500 0.00 0.10 0.559 24.583 0.00 0.10 0.558 24.667 0.00 0.10 0.557 24.750 0.00 0.10 0.556 24.833 0.00 0.10 0.556 24.917 0.00 0.10 0.555 25.000 0.00 0.10 0.554 25.083 0.00 0.10 0.554 25.167 0.00 0.10 0.553 25.250 0.00 0.10 0.552 25.333 0.00 0.10 0.551 25.417 0.00 0.10 0.551 25.500 0.00 0.10 0.550 25.583 0.00 0.10 0.549 25.667 0.00 0.10 0.549 25.750 0.00 0.10 0.548 25.833 0.00 0.10 0.547 25'.917 0.00 0.10 0.546 26.000 0.00 0.10 0.546 26.083 0.00 0.10 0.545 26.167 0.00 0.10 0.544 26.250 0.00 0.10 0.544 26.333 0.00 0.10 0.543 26.417 0.00 0.10 0.542 26.500 0.00 0.10 0.542 26.583 0.00 0.10 0.541 26.667 0.00 0.10 0.540 26.750 0.00 0.10 0.539 26.833 0.00 0.10 0.539 26.917 • 0.00 0.10 0.538 27.000 0.00 0.10 0.537 27.083 0.00 0.10 0.537 27.167 '0.00 0.10 0.536 27.250 0.00 0.10 0.535 27.333 0.00 0.10 0.534 27.417 0.00 0.10 0.534 20 O O O O IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO .IO IO IO IO 1 0 I O I 0 I O I O I O I O I O I 0 2 O I O I O 2 O I O I O I O. I O I O I O I O I 0 I O I O I O 2 O I O I O I O I O I O I O I O I O I O I O O O O O 0 C O V. 7.15 7.15 7.15 7.16 7.16 7.15 7.15 7.15 7.15 7.15 7.14 7.14 7.14 7.14 7.14 7.13 7.13 7.13 7.13 7.13 7.12 7.12 7.12 7.12 7.12 7.11 7.10 7.09 7.06 7.07 7.06 7.05 7.04 7.03 7.02 7.01 7.00 6.99 6.99 6.98 6.97 6.96 6.95 6.94 6.93 6.92 6.91 6.90 6.89 6.89 6.88 6.87 6.86 6.85 6.84 6.83 6.82 6.81 6.80 6.79 6.79 6.78 6.77 6.76 6.75 6.74 1 � II 27.500 27.583 0.00 0.00 0.10 0.10 0.533 0.532 I I 0 I 0 I I I I I': I I 6.73 6.72 27.667 0.00 0.10 0.532 I 0 I I I I 6.71 27.750 0.00 0.10 0.531 I 0 I I I I 6.70 27.833 0.00 0.10 0:530 L 0 I I I I 6.69 27.917 0.00 0.10 0.529 I 0 ( I I I 6.69 28.000 0.00 0.10 0.529 I 0 I I I I 6.68 28.083 0.00 0.10 0.528 I 0 I I I I 6.67 28.167 0.00" 0.10 0.527. I 0 I I I I 6.66 28.250 0.00 0.10 0.527 I 0 I I I I 6.65 28.333 0.00 0.10 0.526 I 0 I I I I 6.64 "28.417 0.00 0.10 0.525 I 0 I I I I 6.63 28.500 0.00 0.10 0.525 I 0 6.62" 28.583 0.00 0.10 0.524. I 0 I I I I 6.61 28.667 0.00 0.10 0.523 I 0 I I I I 6.60 28.750 0.00 0.10 0.522 I 0 I I I I. 6.59 28.833 .0.00 0.10 0.522 I 0 I I I I 6.59' 28.917 0.00 0.10 0.521 I 0 I I I I 6.58. 29.000 0.00 0.10 0.520 I 0 I I I I 6.57 29.083 0.00 0.10 0.520 I 0 I I I I 6.56 29.167 0.00 0.10 0.519 I 0 I I I I 6.55 29.250 0.00 0.10 0.518 "I 0 I I I I 6.54 29.33.3 0.00 0.10 0.517 10 I I I I 6.53 29.417 0.00 0.10 0.517 I 0 I I I I 6.52 29.500 0.00 0.10 0.516 I 0 I I I I 6.51 .29.583 0.00 0.10 0.515 I 0 I I I I 6.50 29.667 0.00. .0.10. 0.515 I 0 I I I I 6.50 29.750 0:00 0.10 0.514 I 0 I I I I 6.49. 29..833 0.00 0.10 0.513 I 0 I I I I, 6.48 29.917 30.000 0.00 0.00 0.10 0.10 0.513 0.512 I I 0 0 I I I I I I I 6 ".47 I 6.46 30.083 0.00 0.10 0.511 10 I I I I 6.45 30.167 0.00 0.10 0.510 I 0 I I I I 6.44 30.250 0.00 0.10 0.510 I 0 I I I I 6.43 30.333 0.00 0.10 0.509 10 I I I I 6.42 30:417 0:00 0.10 0.508 I 0 I I I I 6.41 30.500 0.00 0.10 0.508 10" I I I I 6.40 30.583 0.00 0.10 0.507 I 0 I I I I 6.40 30.667 0.00 0.10 0.506 I 0 I I. I I 6.39 30.750 0.00 0.10 0.505 L 0 I I I I" 6.38 30.833 0.00 0.10 0.505 I 0 I I I I 6.37 30.917 0.00 0.10 0.504 I 0 I I I I 6.36. 31.000 0.00 0.10 0.503 I 0 I I I I 6.35 . 31.083 0.00 0.10 0.503 I 0 I I I I 6.34 31.167 0.00 0.10 0.502 I 0 I I I I 6.33 31.250 0.00 0.10 0.501 I 0 I I I I 6.32 31.333 0.00 0.10 0.501 I 0 I I I I 6.31 . 31.417 0.00 0.10 0.500 I 0 I I I I 6.31 31.500 0.00 0.10 0.499 10 I I I_ I 6.30 31.583 0.00 0.10 0.498 I 0 I I I I 6.29 31.667 0.00 0.10 0.498 I 0 I I I I 6.28 31.750 0.00 0.10 0.497 I 0 I I I I .6.27 31.833 0.00 0.10 0.496 I 0 I I I I 6.26 31.917 0.00 0.10 0.496 I 0 I I I I 6.25 32.000 0.00 0.10 0.495 I 0. I I I I 6.24 32.083 0.00 0.10 0.494 I 0 I I I I 6.23 32.167 0.00 0.10 0.493 I 0 I I I I 6.22 32.250 0.00 0.10 0.493 I 0 I I I I 6.22 32.333 0.00 0.10 0.492 I 0 I I I I 6.21 32.417 0.00 0.10 0.491 I 0 I I I I 6.20 32.500 0.00 0.10 0.491 I 0 I I I I 6.19 32.583 0.00 0.10 0.490 I 0 I I I I 6.18 32.667 0.00 0.10 0.489 10 I I I I 6.17 32.750 0.00 0.10 0.489 I 0 I I I I 6.16 32.833 0.00 0.10 0.488 I 0 I I I I "6.15 32.917 0.00 0.10 0.487 I 0 I I I I 6.14 33.000 33.083 0.00 0.00. 0.10. 0.10 0.486 0.486 I I 0 I O I I I I I I I 6.13 6.12 33.167 0.00 0.10 0.485 I 0 I I I I 6.12. 33.250 0.00 0.10 0.484 I 0 I I I I 6.11 33.333 0.00 0.10 0.484 I 0 I I I I. 6.10 33.417 0.00 0.10 0.483 I 0 I I I I 6.09 33.500 0.00 0.10 0.482 I 0. I I I I 6.08 33.583 0.00 0.10 0.482 I 0 I I I I 6.07 33.667 0.00 0.10 0.481 I 0 I I I I 6.06 33.750. 0.00 0.10 0.480 I 0 I' I I I 6.05 33.833 •0.00 0.10 0.479 I 0 I I. I I 6.04 33.917 0.00 0.10 0.479 I 0 I I I I 6.03 34.000 0.00 0.10 0.478 I 0 I I' I I 6.03 34.083 0.00 0.10 0.477 I 0 I I I I 6.02 34.167 0.00 0.10 0.477 I.0 I I I I 6.01 34.250 0.00 0.10 0.476 I 0 I I I. I 6.00 34.333 0.00 0.10. 0.475 I 0 I I I I 5.99 34.417 0'.00 0.10 0.475 I O I I I I 5.98 34.500 0.00 0.10 0.474, I 0 I I I I 5.97 34.583 0..00 0.10 0.473 I 0 I I I I 5.9.6 34.667 0.00 0.10 0.472 I 0 I I I I 5.95 34.750 .0.00 0.10 0.472 I 0 I I I I 5.95 34.833 0.00 0.10 0.471 I O I I I I' 5.94 34.917 0.00 0.10 0.470 1'0 I. I I I 5.93 •.35.000 0.00 0.10 0.470 I 0 I I I I 5.92 35.083 0.00 0.10 0:469 I 0 I I I I 5.91 35.167 0.00 0.10 0.468 I 0 I I I' I 5.90 35.250 0.00 0.10 .0.467 I 0 I I I I 5.89 35.333 0.00 0.10 0.467 10 I I I I 5.88 35.417 0.00 0.10 0.466 I 0 I I I I 5.87 35.500 0.00 0.10 0.465 I'0 I I I I 5.87 35.583. , 0.00 0.10 0.465 I 0 I I I I 5.86 35.667 0.00 0.10 0.464 I 0 I I I. I 5.85 35.750 0.00 0.10 0.463 I 0 I I I I 5.84 35.833 .0.00 0.10 0.463 I 0 I I I I 5.83 35.917 0.00 0.10 0.462 . 1'0 I I I I 5.82 36.000 0.00 0.10 0.461 I 0 I I I I 5.81 36.083 0.00 0.10 0.460 I 0 I I I I 5.80 36.167 0.00 0.10 0.460 I 0• I I I I 5.79. 36.250 0.00 0.10 0.459 I 0 I I I I 5.79 36.333 0.00 0.10 0.458 I 0 I I I' I 5.78 36.417. 0.00 0.10 0.458 I 0 I I I I 5.77 36.500' 0.00 0.10 0.457 I 0 I I I I 5.76 36.583 0.00 0.10 0.456 I 0 I I I I 5.75 36.667 0.00 0.10 0.456 I 0 I I I I 5.74 36.750 0:00 0.10 0.455 I 0 I I I I 5.73 36.833 0.00 0.10 0.454 I 0 I I I I 5.72 36.917 0.00 0.10 0.453 I 0 I I I I 5.71 37.000 0.00 0.10 0.453 I 0 I I I I 5.71 37.083 0.00 0..10 0.452 I 0 ( i I I 5.70 37.167 0.00 0.10 0.451 10 I I I I 5.69 37.250 0.00 0.10 0.451 I 0 I I I I 5.68 37.333 0.00 0.10 0.450 1-0 I I I I 5.67 37.417 0.00 0.10 0.449 I 0 I I I I 5.66 37.500 0.00 0.10 0.449 I 0 I I I I 5.65 37.583 0.00 0.10 0.448 I O. I I I I. 5.64 37.667 0.00 . 0.10 0.447 I 0 I I I I 5.63 37.750 0.00 0.10 0.446 I 0 I I I I 5.63 37.833 0.00 0.10 0.446 I 0 I I I. I 5.62 • 37.917 0.00 0.10 0.445 I 0 I I I I 5.61 38.000 0.00 0.10 0.444 I 0 I I I I 5.60 38.083 0.00 0.10 0.444 I 0 I I I I 5.59 38.167 0.00 0.10 0.443 I 0 I I I I. 5.58 38.250 0.00 0.10 0.442 I 0 I I I I 5.57 38.333 0.00 0.10 0.442 10 I I I I 5.56 38.417 0.00 0.10 0.441 I 0 I I I I' 5.56 311 38.583 .0.00 0.00 0.10 0.10 .0.440 0.439 I I 0 I 0 I I I I I I I 5.55 5.54 38.667 0.0.0 0.10 0.439 I O I I I I 5.53 38.7.50 0.00 0.10 0.438 I 0 I I I I 5.52 38.833 0.00 0.10 0.437 I 0 I I I I 5.51 38.917 0.00 0.10 0.437 I 0 I I I I 5.50 39.000 0.00 0.10 0.436 I 0 I I I I 5.49 39.083 0.00 0.10 0.435 I 0 I I I I 5.48 39.167 O.bo 0.10 0.435 I 0 I I I I 5.48 39.250 0.00 0.10 0.434 I 0 I I I I 5.47 39.333• 0.00 0.10 0.433 I 0 I I I I 5.46 39.417 0.00 0.10 0.432 I 0 I I I I 5.45 39.500 0.00 0.10 0.432 I 0' I I I I 5.44 39.583 0.00 0.10 0.431 I 0 I I I I 5.43 39.667 0.00 0.10 0.430 I 0 I I I I 5.42. 39.750 0.00 0.10 0.430 I 0 I I I I 5.41 39.8.33 0.00 0.10 0.429 I 0 I I I I 5.40 39.917 0.00 0.10 0.428 I 0 I I I I 5.40 40.000 0.00 0.10 0.428 I 0 I I I I 5.39 40.083 0.00 0.10 0.427 I.0 I I I I 5.38 40.167 0.00 0.10 0.426 I 0 I I I I 5.37 40.250 0.00 0.10 0.425 I 0 I I I I 5.36 40.333 0.00 0.10 0.425 I 0 I I I I 5.35 40.417 0.00 0.10 0.424 I 0 I I I I 5.34 40.500 0.00 0.10 0.423 I 0 I I I I 5.33 40.583.. .0.00 0.10 0.423 I 0 I I I I 5.33 40.667 0.00 0.10 0.422 I 0 I I I I 5.32 40.750 0.00 0.10 0.421 I 0 I I I I 5.31 40.833 0.00 0.10 0.421 I 0 I I I I 5.30 40.917 0.00. 0.10 0.420 I 0 I I I I 5.29 41.000 0.00 0:10 0.419 I 0 I I I I 5.28 41.083 0.00 0.10 0.419 I 0 I I I I 5.27 41.167 0.00 0.10 0.418 I 0 I I I I 5.26 41.250 0.00 0.10 0.417 I 0 I I I I 5.25 41.333 0.00 0.10 0.416 I 0 I I I I 5.25 41.417 0.00 0.10 0.416 I 0 I I I I 5.24 41.500 0.00 0.10 0.415 I 0 I I I I 5.23 41.583 0.00 0.10 0.414 10 I I I I 5.22 .41.667 0.00 0.10 0.414 I 0 I I I I 5.21 41.750 0.00 0.10 0.413 I 0 I I: I I 5.20 41.833 .0.00 0.10 0.412 10 I I I I 5.19 41.917 0.00 0.10 0.412 I 0 I I I I 5.18 42.000 0.00 0.10 0.411 I 0 I I I I 5.18 42.083 0.00 0.10 0.410 I 0 I I I I 5.17 42.167 0.00 0.10 0.409 I 0 I I I I 5.16 42.250 0.00 .0.10 0.409 10 I I I I 5.15 42.333 0.00 0.10 0.408 I 0 I I I I 5.14 42.417 0.00 0.10 0.407 I 0 I I I I 5.13 42.500 0.00 0.10 0.407 I 0 I I I I 5.12 42.583 0.00 0.10 0.406 I 0 I I I I 5.11 42.667 0.00 0..10 0.405 I 0 I I I I 5.10 42.750 0.00 0.10 0.405 I 0 I I I I 5.10 42.833 0.00 0.10 0.404 I 0 I I I I 5.09 42.917 0.00 0.10 0.403 I 0 I I I I 5.08 43.000 0.00 0.10 0.402 I 0 I I I I 5.07 43.083 0.00 0.10 0.402 I 0 I I I I 5.06 43.167 0.00 0.10 0.401 I 0 I I I I 5.05 43.250 0.00 0.10 0.400 I 0 I I I. I 5.04 43.333 0.00 0.10 0.400 I 0 I I I I 5.03 • 43.417 0.00 0.10 0.399 I 0 I I I I 5.03 43.500 0.00 0.10 0.398 I 0 I I I I 5.02 43.583 0.00 0.10 0.398 I 0 I I I I 5.01 43.667 0.00 0.10 0.397 I 0 I I I I 5.00 43.750 0.00 0.10 0.396 I 0 I I I I 4.99 43.833 0.00 0.10 0.396 10 I I I I 4.98 43.917 0.00 0.10 .0.395 I 0 I I I I 4.97 44 000 44'.083 0.00' 0.00 0.10 0.10 0.394 0.393 I I 0 I 0 I I I I I I I 4.96 4.96 44.167 0.00 0.10 0.393 I 0 I I, I I 4.95 44.250 0.00 0.10 0.392 I 0 I I I I 4.94 44.333 0.00 0.10 0.391 I 0 I I I I 4.93 44.417 0.00 0.10 0.391 I 0 I I I I 4.92 44.500 0.00 0.10 0.390 T O I I I I 4.91 44.583 0.00 0.10 0.389. I'0 I I I I 4.90 44.667 0.00 0.10 0.389 I 0 I I I I 4.89 44.750 0:00 0.10 0.388 I 0 I I I I 4.89 44.833 0.00 0.10. 0.387 I 0 I I I I 4.88 44.917. 0.00 0.10 0.386 I 0 I I I I 4.87 45.000 0 -00 0.10 0.386 I 0 I I I I 4.86 .45.083 0.00 0.10 0.385..1 0 I I I I 4.85 45.167 0.00 0.10 0.384 I 0 I I I I 4.84 45.250 0.00 0.10 0.384 I 0 I I I I.' 4.83 45.333 0.00 0.10 0.383 I 0 I I I' I 4.83 45.417 0.00 0.10 0.382 I 0 I I. I I 4.82 45.500 0.00 0.10 0.382 I 0 I I I I 4.81 45.583 0.00 0.10 0.381 I 0 I I I I 4.80 45.667 0.00 0.10 0.380 I 0 I' I I 1 4.79 45.750 0.00 0.10 0.380 I.0 I I I I 4.78 45.833 0.00 0.10 .0.379 I 0 I I I I 4..77 45.917 0.00 0.10 0.378 I 0 I I I I 4.76 46.000 0.00 0.10 0.377 I 0 I I I I 4.76 46.083 0.00 0.10 0.377 I 0 I I I. I 4.75 46.167 0..00 0.10 0.376 I 0 I I I I' 4.74 46.250 0.00 0.10 0.375 I 0 I I I. I 4.73 46.333 0:00 0.10 0.375 I 0 I I I I 4.72 46.417 0.00 0.10 .0.374 I 0 I I I I 4.71 �. 46.500 0.00 0.10 0.373 I 0 I I I I 4.70 46.583 0.00 0.10 0.373 I 0 I I I I 4.70 46.667 0.00 0.10 0.372 I 0 I I I' I 4.69 46.750 0.00 0.10 0.371 I 0 I I I I 4.68 46.833 0.00 0.10 0.371 I 0' I I I I 4.67 46.917 0.00 0.10 0.370 I 0 I I I I 4.66 47.000 0.00 0.10 0.369 I 0 I I I I 4.65 47.083 '0.00 0.10 0.368 I 0 I I I I 4.64 47.167 0.00 0.10 0.368 I 0 I I I I 4.63 47.250 0.00 0.10 0.367 I 0 I I I I 4.63 47.333 0.00 0.10 0.366 I 0. I I I I 4.62 47.417 0.00 0.10 0.366 I 0 I' I I I 4.61 47.500 0.00 0.10 0.365 I 0 I I I I 4.60 47.583 0.00 0.10 0.364 I 0 I' I I I 4.59 47.667 0.00 0.10 0.364 I 0 I I I I 4.58 .47.750 0.00 0.10 0.363 I 0 I I I I 4.57 47.833 0.00 0.10 0.362 I 0 I I I I 4.57 47.917 0.00 0.10 0.362 I 0 I I I I 4.56 48.000 0.00 0.10 0.361_ I 0 I I I I 4.55 48.083 .0.00 0.10 0.360 I 0 ( I I I 4.54 48.167 0.00 0.10 0.359 I 0 I I I I 4.53 48.250 0.00 0.10 0.359 I 0 I I I I 4.52 48.333 0.00 0.10 0.358 I 0 I I I I 4.51 48.417 0.00 0.10 0.357 I 0 I I I I 4.50 48.500 0.00 0.10 0.357 I 0 I I I I 4.50 48.583 0.00 0.10 0.356 I 0 I I I I 4.49 48.667 0.00 0.10 0.355 .I 0 I I I I 4.48 48.7.50 0.00 0.10 0.355 I 0 I' I I I 4.47 48.833 0.00 0.10 0.354 I 0 I I I I 4.46 48.917 0.00 0.10 0.353 I 0 I I I I 4.45 49.000 0.00 0.10 0.353 I 0 I I I I 4.44 49.083 0.00 0.10 0.352 I 0 I I I I 4.44 49.167 0.00 0.10 0.351 I 0 I I I I 4.43 49.250 0.00 0.10 0.350 I 0 I I I I 4.42 49.333 0.00 0.10 0.350 I'0 I I I I 4.41 49.417 0.00 0.10 0.349 I 0 I I I I 4.40 49.500 0.00 0.10 0.348 I O I I I I 4.39 49.583 0.00 0.10 01348' 10 I I I I" 4.38 49.667 0.00 0.10 0.347 1 0. I I I I 4.37 49.750 0.00• 0.10 0.346 I 0 I I I I 4.37 49.833 0.00 . 0.10 0.346 I O I I I I 4.36 49.917 0.00 0.10. 0'.345 I 0 I I I I 4.35 50:000 0.00 .0.10 0.344 I O I I I I 4.34 50.083 0.00. 0.10 0.344 I 0 I I I I 4.33 50.167 0.00 0.10 0.343 I O I I I I 4.32 50.250 .0.00 0.10 0.342 1 . I I I I 4.31 50.333 0.00 0.10 0.341 10 I I I I 4.31 50.417 0.00. 0.10 0.341 I 0 I I I I 4.30 50.500 0.00 0.10 .0.340 I 0 I• I I I 4.29 50:583 0.00 0.10 0.339 I 0 I I I I 4.28 50.667 0.00 0.10 0.339 I'0 . I I I I 4.27 50.750 0.00 0.10 0.338 'I 0 I I I I 4.26 50.833 0.00 0.10 0.337 I 0 I I I L. 4.25 50.917 0.00 0.10 0.337 I 0 I I I I 4 -25 51.000 0.00 0.10 ,0:336' I.0 I I I I 4.24 51.083 0.00 0.10 .0.335 I O I I' I' I 4.23. 51.167 0.00 0.10 0.335 I 0 I I I I 4.22 51.250 0.00 0.10 0.334 I 0 I I I I 4.21 51.333 0.00 0.10 0.333 I O I I I I 4.20 51.417. 0.00 0.10 0.332 I 0 I I I I 4.19 51.500 0.00 0.10 0.332 I 0 I I I I 4.18, 51.5'83 0.00 0.10 0.3.31 I 0 I I I I 4.18 51.667 0.00 0.10 .0.330 I 0 I I I I 4.17 51.750 0.00 0.10 0.330 I O I I I. I 4.16 51.833, 0.00 0.10 0.329. 10 I' I I I 4.115 51.917 0.00 0.10 0.328 I 0 I I I I 4.14 52.000 0.00 0.10 0.328 I 0 I I I' I 4.13 52.083 0.00 0.10 0.327 I 0 I I I I 4.12 52.167 0.00 0.10 0.326 I 0 I I I I 4.12 52.250 0.001' 0.10 0.326 I 0 I I I I 4.11 - 52.333 0.00 0.10 0.325 I 0 I I I I 4..10 . 52.417 0.00 0.10 0.324 I O I I I I 4.09 52:500 0.00 0.10 0.324 I 0 I I I' I 4.08 52.583 0.00 0.10 0.323 I 0 I I I I 4.07 52..667 0.00 0.10 0.322 I 0 I I. I I' 4.06 52.750 0.00 0.10 0.321 I O I ( I I 4.06 52.833 0.00 0.10 0.321 I O I I I I 4.05 52.917 0.00 0.10 0.320 10 I I I I 4.04 53.000* 0.00 0.10 0.319 I 0 I I I I 4.03 53.083 0:00 0.10 0.319 I 0 I I I I 4.02 53.167 0.00 0.10 0.318 I 0 I I I I 4.01 53.250 0.00 0.10 0.317 I 0 I, I I I 4.00 53.333 0.00 0.10 0.317 I O I I I I' 4.00 Remaining water in basin = 0.32 (Ac.Ft) .******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 640 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.103 (CFS) Total volume = 0.417 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 .0.000 0.000 0.000 0.000 **************************************** -------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: 3207Or24100.out Retention Basin #6 24- hour.duration, 100 -year storm event +++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area.= 3.05(Ac.). = 0.005 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 3.05(Ac.) = 0.005 Sq. Mi. Length along longest watercourse = 530.00(Ft.) Length along longest watercourse measured to centroid = 300.00(Ft.) Length along longest watercourse = 0.100 Mi. Length along longest watercourse measured to centroid = 0.057 Mi. Difference in elevation = 10.00(Ft.) Slope along watercourse = 99.6226_ Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.69 Min.' 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.05 1.40 4.27 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.05 4.50 13.73 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain.= 4.500(In) • Sub -Area Data: Area(Ac.) Runoff Index Impervious 3.050 32.00 0.800 Total Area Entered = 3.05(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %). (In /Hr) (Dec.) .(In /Hr) 32.0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) .= 0.260 ----------------------- - ----------------= --=------------------- - - - - -- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 296.440 55.754 1.714 2 0.167 592.879 38.980 1.198 3 0.250 889.319 5.265 0.162 Sum = 100.000 Sum= 3.074 • ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max, Low (In /Hr) 1 0.08 0.07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 .0.25 0.07 0.036 0.272 0.009 0.03 4, 0.33 0.10 0.054 0.271 0.014 0.04 5 0.42' 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0.58 0.10 0.054 0.267 0.014 .0.04 8 0.67 0.10 0.054 .0.266 0.014 0.04 9 0.75 0.10 0.054 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0.019 0.05 11 0.92 0.13 0.072 0.263 0.019 0.05 12 1.00 0.13 0.072 0.262 0.019 0.05 ,13 1.08 0.10 0.054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 0.04 15 1.25 0.10 0.054 0.259 0.014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257 0.014 0.04 18 1.50 0.10 0.054 0.256 0.014 0.04 19 1.58 0.10 0.054 0.255` 0.014 0.04 20 1.67 0.10 0.054 0.254. 0.014 0.04 21 1.75 0.10 0.054 0.253 0.014 0.04 22 1.83 0.13 0.012 0.252 0:019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072 0.249 0.019 0.05 26 2.17 0.13 0.072 0.248 0.019 0.05 • 27 2.25 0.13 0.072 0.247 0.019 0.05 28 2.33 0.13 0.072 0.246 0.019 0.05 29 2.42 0.13 0.072 0.245 0.019 0.05 30 2.50 0.13 0.072 0.244 0.019 0.05 31 2.58 0.17 0.090 0.243 0.023 0.07 32 2.67 0.17 0.090 0.242 0.023 0.07 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0.240 0.023 0.07 35 2.92 0.17 0.090 0.239 0.023 0.07 36 3.00 0.17 0.090 0.238 0.023 0.07 37 3.08 0.17 0.090 0.237 0.023 0..07 38 3.17 0.17 0.090 .0.236 0.023 0.07 39 3.25 0:17 0.090 0.235 0.023 0.07 40 3.33 0.17 0.090 0.234 0.023 0.07 41 3.42 0.17 0.090 0.233 0.023 0.07 42 3.50 0.17 0.090 0.232 0.023 0.07 43 3.58 0.17 0.090 0.231 0.023 0.07 44 3.67 0.17 0.090 0.230 0.023 0.07 45 3.75 0.17 0.090 0.229 0.023 0.07 46 3.83 0.20 0.108 0.228 0.028 0.08 47 3:92 0.20 0.108 0.227 0.028 .0.08. 48 4.00 0.20 0.108 0.226 0.028 0.08, 49 4.08 0.20 0.108 0.225 0.028 0.08 50 4.17 0.20 0.108 0.224 0.028 0.08 51 4.25 0.20 0.108 0.223 0.028 0.06 52 4.33 0.23 0.126 0.222 0.033 0.09 53 4.42 0.23 0.126 0.222 0.033 0.09 54 4.50 0.23 0.126, 0.221 0.033 0.09 55 4.58 0.23 0.126 0.220 0.033 0.* 09 56 4.67 0.23 0.126 0.219 0.033 0.09 57 4.75 0.23 0.126 0.218 0.033 0.09 58 4.83 0.27 0.144 0.217 0.037 0.11 59 4.92 0.27 0.144 0.216 0.037 0.11 60 5.00 0.27 0.144 0.215 0.037 0.11 61 5.08 0.20 0.108 0.214 0.028 0.08 62 5.17 0.20 0.108 0.213 0.028 0.08 63 5.25 0.20 0.108 0.212 0.028 0.08 64 5.33 0.23 0.126 0.211 0.033 0.09 65 5.42 0.23 0.126 0.210 0.033 0.09 66 5.50 0.23 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0.208 0.037 0.11 68 5.67 0.27. 0.144 0.208 0.037 0.11 69 5.75 0.27 0.144 0.207 0.037 0.11 70 5.83 0.27 0.144 0.206 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 72 6.00 0.27 0.144 0.204 0.037 0.11 73 .6.08 0.30 0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 0.042 0.12 75 6.25 0.30 0.162 0.201 0.042 0.12 76 6.33 0.30 0.162 0.200 0.042 0.12 77 6.42 0.30 0.162 0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13 80 6.67 0.33 0.180 0.197 0.047 0.13 81 6.75 0.33 0.180 0.196 0.047 0.13 82 6.83 0.33 0.180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.194 0.047 0.13 84 7.00 0.33 0.180 0.193 0.047 0.13 85 7.08 0.33 0.180 0.192 0.047 0.13 86 7.17 0.33 0.180 0.191 0.047 0.13 87 7.25 0.33 0.180 0.191 0.047 0.13 88 7.33 0.37 0.198 0.190 - -- 0.01 89 7.42 0.37 0.198 0.189 - -- 0..01 90 7.50 0.37 0.198 0.188 - -- 0.01 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67 0.40 0.216 0.186 0.03 93 7.75 0.40 0.216 0.185 - -- 0.03 94 7.83 0.43 0.234 0.184 - -- 0.05 95 7.92 0.43 0.234 0.184 - -- 0.05 96 8.00 0.43. 0.234 0.183 - -- 0.05 97 8.08 0.50 0.270 0.182 - -- 0.09 98 8.17 0.50 0.270 0.181 - -- 0.09 99 8.25 0.50 0.270 0.180 - -- 0.09 100 8.33 0.50 0..270 0.179 0.09 101 8.42 0.50 0.270 = -- 0.179 0.09 102 8.50 0.50 0.270 0.178 - -- 0.09 103 8.58 0.53 0.288 0.177 - -- 0.11 104 8.67 0.53 0.288 0.176 - -- 0.11 105 8.75 0.53 0.288 0.175 - -- 0.11 106 8.83 0.57 0.306 0.174 - - - 0.13 107 8.92 0.57 0.306 0.174 - -- 0.13 108 9.00 0.57 0.306 0.173 - -- 0.13 109' 9.08 0.63 0.342 0.172 - -- 0.17 110 9.17 0.63 0.342 0.171 - -- 0.17 111 9.25 0.63 0.342 0.170 - -- 0.17 112 9.33 0.67 0.360 0.169 - -- 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 9.50 0.67 0.360 0.168 - -- 0.19 115 9.58 0.70 0.378 0.167 - -- 0.21 116 9.67.. 0.70 0.378 0.166 - -- 0.21 117 9.75 0.70 0.378 0.165 - -- 0.21 118 9.83 0.73 0.396 0.165 - -- 0.23 119 9.92 0.73 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396. 0.163 - -- .0.23 121 10.08 0..50 0.270 0.162 - -- 0.11 122 10.17 0.50 0.270 0.162 - -- 0.11 123 10.25 0.50 0.270 0.161 - -- 0.11 124 10.33 0.50 0.270 0.160 - -- 0.11 ..125 10.42 0.50 0.270 0.159 - -- 0.11 126 10.50 0.50 0.270 0.158 - -- 0.11 127 10.58 0.67 0.360 0.158 - -- 0.20 128. 10.67 0.67 0:360 0.157 - -- 0.20 129 10.75 0.67 0.360 0.156 . 0.20 130 10.83 0.67 0.360 0.155 0.20 131 10.92 0.67 0.360 0.155 - -- 0.21 132 11.00 •0:67 0.360 0.154 - -- 0.21 133 11.08 0.63 0.342 0.153 - -- 0.19 134 11.17 0.63 0.342 0.152 - -- 0.19 135 11.25 0.63 0.342 0.152 - -- 0.19 136 11.33 0.63 0.342 0.151 - -- 0.19 137 11.42 0.63 0.342 0.150 - -- 0.19 138 11.50 0.63 0.342 0.149 - -- 0.19 139 11.58 0.57 0.306 0.149 - -- 0.16 140 11.67 0.57 0.306 0.148 - -- 0.16 141 11.75 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12.00 0.60 0.324 0.145 - -- 0.18 145 12.08 0.83 0.450 0.144 - -- .0.31 146 12.17 0.83 0.450 0.143 - -- ,0.31 147 12.25 0.83 0.450 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - -- 0.33 150 12.50 0.87 0:468 0.141 - -- 0.33 151 12.58 0.93 0.504 0.140 - -- 0.36 152 12.67 0.93 0.504 0.139 - -- 0.36 153 12.75 0.93 0.504 0.138 - -- 0.37 154 12.83 0.97 0.522 0.138 - -- 0.38 155 12.92 0.97 0.522 0.137 - -- 0.38 156 13.00 0.97 0.522 0.136 - -- 0.39 157 13.08 1.13 0.612 0.136 - - - 0.48 • 158 13.17 1.13 0.612 0.135 0.48 159 13.25 1.13 0.612 0.134 0.48 160 13.33 1.13 0.612 0.134 - -- 0.48 161 13.42 1.13 0.612 0.133 - -- 0.48 .162 13.50 1.13 0.612 0.132 - -- 0.48 163 13.58 0.77 0.414 0.132 - -- 0.28 164 13.67 0.77 0.414 0.131 - - - 0.28 165 13.75 0.77 0.414 0.130 - -- 0.28 166 13.83 0.77 0.414 0.130 - -- 0.28 167 13.92 0.77 0.414 0.129 •0.29 168 14.00 0.77 0.414 0.128 - -- 0.29 169. 14.08 0.90 0.486 0.128 - -- 0.36 170 14.17 0.90 0.486 0.127 - -- 0.36 171 14.25 0.90 0.486 0.126 - -- 0.36 172 14.33 0.87 0.468 0.126 - -- 0.34 173 14.42 0.87 0.468 0.125 - -- 0.34 174 14.50 0.87 0.468 0.124 - -- 0.34 175 14.58 0.87 0.468 0.124 - -- 0.34 176 14.67 0.87 0.468 0.123 - -- 0.34 177 14.75 0.87 0.468 0.123 - - -.. 0.35 178 14.83 0.83 0.450 0.122 - -- 0.33 179 14.92 0.83 0.450 0.121 - -- 0.33 180 15.00 0.83 0.450 0.121 - -- 0.33 181 15.08 0.80 0.432 0.120 - -- 0.31 182. 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- 0.31 184 15.33 0.77 0.414 0.118 - -- 0.30 185 15.42 0.77 0.414 0.118 - -- 0.30 186 .15.50. 0.77 0.414 0.117 - -- 0.30 187 15.58 0.63 0.342 0.116 - -- 0.23 188 15.67 0.63 0.342 0.116 - -- 0.23 189 15.75 0.63 0.342 0.115 - -- 0.23 190 15.83 0.63 0.342 0.115 - -- 0.23 191 15.92 0.63 0.342 0.114 - -- 0.23 192 16.00 0.63 0.342 0.113 - -- 0.23 193 16.08 0.13 0.072 0.113 0.019 0.05 194' 16.17 0.13 0.072 0.112 0.019 0.05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13' 0.072 0.111 0.019 0.05 197 .16.42 0.13 0.072 0.111 0.019 0.05 198 16.50 0.13 0.072 .0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16.67 0.10 0.054 0.109 0.014 0.04 201 16.75 0.10 0.054 0.108 0.014 0.04 202 16.83 0.10 0.054 0.108 .0.014 0.04 203 16.92 0.10 0.054 0.107 0.014 0.04 204 17.00 0.10 0.054 0.107 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206 17.17 0.17 0.090 0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 . 0.07 208 17.33 0.17 0.090 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090 0.103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 214 17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13 0.072 0.101 0.019 0.05 216 18.00 0.13 0.0.72 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.072 0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42 0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0.05 223 18.58 0.10 0.054 0.097 0.014 0.04 224 18.67 0.10 0.054 0.097 0.014 0.04 225 18.75 0.10 0.054 0.096 0.014 0.04 226 18.83 0.07 0.036 0.096 0.009 0.03 227 18.92 0.07 0.036 0.095 0.009 0.03 228 19.00 0.07 0.036 0.095 0.009 0.03 229 19.08 0.10 0.054 0.094 0.014 0.04 230 19.17 0.10 0.054 0.094' 0.014 0.04 231 19.25 0.10 0.054 0.093 0.014 0.04 232 19.33 0.13 0.072 0.093 0.019 0:05 233 19.42 0.13 0.072 0.093 0.019 0.05 234 19.50 0.13 0.072 0.092 0.019 0.05 235 19.58 0.10 0.054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 237 19.75 0.10 0.054 0.091 0.014 0.04 238 19.83 0.07 0.036 0.090 0.009 0.03 239 19.92 0.07 0.036 0.090 0.009 0.03 240 20.00 0.07 0.036 0.090 0.009 0:03 241 20.08 0.10 0.054 0.089" 0.014 0.04 242 20.17 0.10: 0.054 0.089 0.014 .0.04 243 2.0.25 0.10 0.054 0.089 0.014 0.04 244 20.33 0.10 0.054 0.088 0.014 0.04 .245 20.42 0.10 0.054 0.088 0.014 0.04 246 20.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0.10 0.054 0.087 0.014 0.04 248 20.67 0.10 0.054 0:087 0.014 0.04 249 20.75 0.10 0.054 0.086 0.014 0.04 250 20.83 0.07" 0.036 0.086 0.009 0.03 251 20.92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 0.085 0.009 0.03 253 21.08 0.10 0.054 0.085 0.014 0.04 254 '21.17 0.10 0.054 0.085 0.014 0.04 255 21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 . 0.009 0.03 257 21.42 0.07 0.036 0.084 0.009. 0.03 258 21.50 0.07 0.036 0.083 0.009 0.03 259 21.58 0.10 0.,054 0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 0.04 261 21.75 0.10 0..054 0.082 0.014 0:04 262 21.83 0.07 0.036 0.082 0.009 0.03 263 21.92 0.07 0.036 0.082 0.009 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 0.014 .0.04 266 22.17 0.10 0.054 0.081 0.014 0.04 267 22.25 0.10 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036 0.081 0.009 0.03 269 22.42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 271 22.58 0.07 0.036 0.080 0.009 0.03 272 22.67 0.07 0..036 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036' 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079- 0.009 0.03 276 23.00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036 0.079 0.009 0.03 278 23.17 0.07 0.036 0.078 0.009 0.03 279 23.25 0.07 0.036 0.078 0.009 0.03 280 23.33 0.07 0.036 0.078 0.009 0.03 281 23.42 0.07 0.036 0.078 0.009 0.03 282 23.50 0.07 0.036 0.078 0.009 0.03 283 23.58 0.07 .0.036 0.078 0.009 0.03 284 23.67 0.07 0.036 0.078. 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07 0.036 0.077 0..009 0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288 24.00 0.07 0.036, 0.077 0.009 0.03 Sum = 100.0 Sum = 34.6 Flood volume = Effective rainfall 2.89(In) times area 3.0(Ac.) /[(In) /(Ft.)J = 0.7(Ac.Ft) Total soil loss = 1.61(In) Total soil loss = 0.410(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 31946.3 Cubic Feet Total soil loss = 17875.2 Cubic Feet Peak -flow- rate -of -this hydrograph------- 1_474(---)---------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ± + + + + + + + + ++ .24 - H .O U R S T O R M R u n o f.f H y d r o g r a p h -----------=--------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------=------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5..0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0 +10 0.0008 0.08 Q 0 +15 0.0014 0.08 Q 0 +20 0.0021 0.10 Q 0 +25 0.0030 0,.12 Q 0 +30 0.0038 0.12 Q 0 +35 0.0047- 0.12 Q 0 +40 0.0055 0.12 Q 0 +45 0.0064 0.12 Q 0 +50 0.0074 0.15. Q 0 +55 0.0085 0.16 Q 1+ 0 0.0096 0.16 Q 1+ 5 0.0106 0.14 Q 1 +10 0.0114 0.13 Q 1 +15 0.0123 0.12 Q 1 +20 0.0131 0.12 Q 1 +25 0.0140 0.12 Q 1 +30 0.0148 0.12 Q 1 +35 1 +40 0.0157 0.0165 0.12 0.12 Q Q .1 +45 0.0174 0.12 Q 1 +50 0.0184 0.15 QV 1 +55 0.0195 0.16 QV 2+ 0 . 0.0206 0.16 QV 2+ 5 0.0217 0.16 QV 2 +10 0.0229 0.16 QV 2 +15 0.0240 0.16 QV 2 +20 0.0251 0.16 QV 2 +25 0.0262 0.16 QV 2 +30 0.0274 0.16 QV 2 +35 0.0287 0.19 QV 2 +40 0.0301 0.20 QV 2 +45 0.0315 0.20 QV 2 +50 0.0329 0.20 QV 2 +55 0.0343 0.20 QV 3+ 0 0.0357 0.20 QV 3+ 5 0.0371 0.20 Q V 3 +10 0,.0385 0.20 Q V 3 +15 0.0399 0.20 Q V 3 +20 0.0413 0.20 Q V 3 +25 0.0427 0.20 Q V 3 +30 0.0442 0.20 Q V 3 +35 0.0456 0.20 Q V 3 +40 0.0470 0.20 Q V 3 +45 0.0484 0.20 Q V 3 +50 0.0500 0.23 Q V 3 +55 0.0516 0.24 Q V 4+ 0 '0.0533 0.25 Q V 4+ 5 0.0550 0.25 Q V 4 +10 0.0567 0.25 Q V 4 +15 0.0584 0.25 Q V 4 +20 0.0603 0.27 IQ V I I 4 +25 0.0622 0.28 IQ V I I I I 4 +30 0.0642' 0-.29 IQ V I I I I 4 +35 0.0662 0.29 IQ V I I I I 4 +40 4 +45 0.0681 0.0701 0.29 0.2.9 IQ V IQ V I 4 +50 0,0722 0.31 IQ V I 4 +55 0.0745 0.33 IQ V I 5+ 0 0.0767 0.33 IQ V I 5+ 5 0.078.7 0.28 IQ V I 5 +10 0.0804 0.25 IQ V I 5 +15 0.0821 0.25 Q V I 5 +20 .0.0840 0.27 IQ V I 5 +25 0.0859 0.28 IQ V I 5 ±30 0.0879 0.29 IQ V I 5 +35- 0.0900 0.31 IQ V I 5 +40 0.0923 0.33 IQ V I 5 +45 0.0945 0.33 IQ V I 5 +50 0.0968 0.33 IQ V I 5 +55 0.0990 0.33 IQ V I 6+ 0 0.1013 0.33 IQ V I 6+ 5 0.1037 0.35 IQ V I 6 +10 0.1062 0.37 IQ V I 6 +15 0.1088 0.37 IQ V I 6 +20 0.1113 0.37. IQ V I 6 +25 0.1138 0.37 IQ'. V I 6 +30 0.1164 0.37. 10 V I 6 +35 0.1191 0.39 IQ V I 6 +40 0.1219 0.41 IQ V I 6 +45 0.1247 0.41 IQ V .I 6 +50 0.1275 0.41 IQ V I 6 +55 0.1304 0.41 IQ V I 7+ 0 0.1332 0.41 IQ V I 7± 5 0.1360 0.41 7 +10 0.1388 0.41 IQ V I 7 +15 0.1416 0.41 IQ V I 7 +20 0.1430 0.20 Q V I 7 +25 0.1433 0.05 Q V I 7 +30 0.1435 0.03 Q V 7 +35 0.1440- 0.06 Q V 7 +40 0.1446 0.09 Q V 7 +45 0.1452 0.09 Q V 7 +50 0.1461 0.13 Q V 7 +55 0.1471 0.15 Q V I 8+ 0 0.1482 0.16 Q V 8+ 5- 0.1497 0.22 Q V.I 8 +10 0.1515 0.27 IQ V I 8 +15 0.1534 0.27 IQ V I 8 +20 0.1553 0.28 IQ V I 8 +25 0.1573 0.28 IQ V I 8 +30 0.1592 0.28 IQ V I 8 +35 0.1614 0.32 IQ V I 8 +40 0.1637 0.34 IQ V I 8 +45 0.1661 0.35 IQ VI 8 +50 0.1687 0.38 IQ VI 8 +55 0.1715 0.40 IQ VI 9+ 0 0.1743 0.41 IQ VI 9+ 5 0.1776 0.47 IQ VI 9 +10 0.1811 0.52 I Q VI 9 +15 0.1848 0.53 I Q V 9 +20 0.1886 0.56 I Q V. 9 +25 0.1926 0.58 I Q V 9 +30 0.1967 0.59 I Q V • 9 +35 0.2010 0.62 I Q V 9 +40 0.2054 0.65 I Q IV 9 +45 0..2099 0.65 I Q IV 9 +50 0.2147 0.69 I Q IV 9 +55 0.2195 0.71 I Q IV 10+ 0 0.2245 0.72 I Q I V 10+ 5 0.2279 0.50 I Q. I V Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q QQ Q Q Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V VI ViV V V I V V V R I. V �. V V V V V V V V V �. V V V V V V I VI I < VI I V I V I V I I� V V V I IV V I I V I I V I I V 10 +10 0.2304 0.35 10 +15 0.2327 0.33 10 +20 0.2350 0.34 10 +25 0.2373 0.34 10 +30 0.2397 0.34 r 10 +35 0.2431 0.50 10 +40 0.2473 0.61 10 +45 0.2516 0.63 10 +50 0.2559 0.63 10 +55 0.2603 0.63 11+ 0 0.2646 0.63 11+ 5 0.2688 0.60 11 +10 0.2728 0.59 11 +15 0.2769 0.58 11 +20 0.2809 0.59 11 +25 0.2850 0.59 11 +30 0.2890 0.59 11 +35 0.2927 0.53 11 +40 0.2961 0.49 11 +45 0.2994 0.49 11 +50 0.3030 0.52 .11 +55 0.3068 0.54 12+ 0 0.3106 0.55 12+ 5 0.3159 0.77 12 +10 0.3222 0.92 12 +15 0.3287 0.94 12 +20 0.3354 0.98 12 +25 0.3423 1.00 12 +30 0.3493 1.01 12 +35 0.3566 1.07 12 +40 0.3643 1.12 12 +45 0.3720 1.12 12 +50 0.3800 1.16 12 +55 0.3881 1.18 13+ 0 0.3963 1.18 13+ 5 0.4055 1.34 13 +10 0.4155 1.45 13 +15 0.4256 1.47 13 +20 0.4357 1.47 -13 +25 0.4459 1.47 13 +30 0.4560 1.47 13 +35 0.4639 1.14 13 +40 0.4701 '0.90 13 +45 0.4761 0.87 13 +50 0.4821 0.87 13 +55 0.4881 0.88 14+ 0 0.4942 0:88 14+ 5 0.5011 1.00 14 +10 0.5086 1.09 '14 +15 0.5162 1.11 14 +20 0.523.6 1.08 14 +25 0.5309 1.06 14 +30 0.5382 1.06 14 +35 0.5455 1.06 14 +40 0.5528 1.06 14 +45 0.5601 1.06 14 +50 0.5672 1.03 14 +55 0.5742 1.01 15+ 0 0.5811 1.01 • 15+ 5 0.5879 0.98 15 +10 0.5945 0.96 15 +15 0.6012 0.96 15 +20 0.6076 0.93 15 +25 0.6139 0.91 15 +30 0.6202 0.91 15 +35 0.6256 0.79 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q QQ Q Q Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V VI ViV V V I V V V R I. V �. V V V V V V V V V �. V V V V V V I VI I < VI I V I V I V I I� V V V I IV V I I V I I V I I V 15 +40 0.6305 0.71 Q 15 +45 0.6353 0.70 I Q 15 +50 0.6401 0.70. Q 15 +55 0.6449 0.70 I Q 16+ 0 0.6497 0.70 Q 16+ 5 0.6525 0.40 IQ 16 +10 0.6538 0.19 Q 16 +15 0.6550 0.16 Q 16 +20 0.6561 0.16 Q 16 +25 0.6572 0.16 Q 16 +30 0.6583 0.16 Q 16 +3.5 0.6593 0.14 Q 16 +40 0.6602 0.13 Q 16 +45 0.6610 0.12 Q 16 +50 0.6619 0.12 Q 16 +55 0.6627 0.12 Q 17+ 0 0.6636 0.12 Q 17+ 5 0.6647 0.17 Q 17 +10 0.6661 0.20 Q 17 +15 0.6675 0.20 Q 17 +20 0.6689 0.20 Q 17 +25 0.6703 0.20 Q 17 +30 0.6717 0.20 Q 17 +35 0.6732 0.20 Q 17 +40 0.6746 0.20 Q 17 +45 0.6760 0.20 Q 17 +50 0.6772 0.18 Q 17 +55 0.6784 0..17 Q 1.8+ 0 0.6795 0.16 Q 18+ 5 0.6806 0.16 Q 18 +10 . 0.6818 0.16 Q 18 +15 0.6829 0.16 Q 18 +20 0.6840 0.16 Q 18 +25 0.6851 0.16 Q 18 +30 0.6863 0.16 Q 18 +35 0.6872 0.14 Q 18 +40 0.6881 0.13 Q 18 +45 0.6890 0.12 Q 18 +50 0.6896 0.10 Q 18 +55 0.6902 0.08 Q 19+ 0 0.6908 0.08 Q 19+ 5 0.6915 0.10' Q 19 +10 0.6923 0.12 Q 19 +15 0.6932 0.12 Q 19 +20 0.6942 0.15 Q 19 +25 0.6953 0.16 Q 19 +30 0.6964 0.16 Q 19 +35 0.6974 0.14 Q 19 +40 0.6983 0.13 Q. 19 +45 0.6991 0.12 Q 19 +50 0.6998 0.10 Q 19 +55 0.7004 0.08 Q 20+ 0 0.7009 0.08 Q 20+ 5 0.7017 0.10 Q 20 +10 0.7025 0.12 Q .20 +15 0.7033 0.12 Q 20 +20 0.7042 0.12 Q 20 +25 0.7050 0.12. Q • 20 +30 0.7059 0.12 Q 20 +35 0.7067 0.12 Q 20 +40 0.7076 0.12 Q 20 +45 0.7084 0.12 Q 20 +50 0.7091 0.10 Q 20 +55 0.7097 0.08 Q 21+ 0 0.7103 0.08 Q 21+ 5 0.7110 0.10 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V U V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 21 +10 0.7118 0.12 Q 21 +15 0.7127 0.12 Q 21 +20 0.7133 0.10 Q 21 +25 0.7139 0.08 Q- 21+30 0.7145 0.08 'Q 21 +35 0.7152 0.10 Q 21 +40 0.7160 0.12 Q 21 +45 0.7169 0.12 Q 21 +50 0.7176 0.10 Q 21 +55 0.7182 0.08 Q 22+ 0 0.7187 0.08 Q 22+ 5 0.7194 0.10 Q 22 +10 0.7203 0.12 Q 22 +15 0.7211 0.12 Q 22 +20 0.7218 0.10 Q 22 +25 0.7224 0.08 Q 22 +30 0.7229 0.08 Q 22 +35 0.7235 0.08 Q 22 +40 0.7241 0.08 Q 22 +45 0.7246 0.08 Q 22 +50 0.7252 0.08 Q 22 +55 0.7258 0.08 Q' 23+ 0 0.7263 0.08 Q 23+ 5 0.7269 0.08 Q 23 +10 0.7275 0.08 Q 23 +15 0.7280 0.08 Q 23 +20 0.7286 0.08 Q 23 +25 0.7292 0.08 Q 23 +30 0.7297 0.08 Q 23 +35 0.7303 0.08 Q 23 +40 0.7308 0.08 Q 23 +45 0.7314 0.08 Q 23 +50 0.7320 0.08 Q 23 +55 0.7325 0.08 Q 24+ 0 0.7331 0.08 Q 24+ 5 0.7334 0.04 Q 24 +10 -------------------------------------- 0.7334 0.00 Q - - - - -" C� V. V VVI I VI VI VI VI VI Vj VI VI I VI VI I VI VI I VI v VI I VI VI I VI VI I VI VI Vi I VI VI VI I VI VI VV •--------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN; 1989 - 2004, Version 7.0 Study date 07/28/05 File: 32070r6100.out Retention Basin #6 6 -hour duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + ± + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC'& WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------------------------------------------- Drainage Area = 3.05(Ac.) = 0.005 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 3.05(Ac.). = 0.005 Sq. Mi. Length along.longest watercourse 530.00(Ft.) Length along longest watercourse measured to centroid = 300.00(Ft.) Length along longest watercourse = 0.100 Mi. Length.along longest watercourse measured to centroid = 0.057 Mi. . Difference in elevation = 10.00(Ft.) Slope along watercourse = 99.6226 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.69 Min. 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1) Rainfall(In) [2) Weighting[1 *2] 3.05 1.00 3.05 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 3.05 2.50 7.63 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area_Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 3.050 32.00 0.800 Total Area Entered = 3.05(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec. %) 32.0 52.0 0.552 0.800 Adj. Infil. Rate Area% F (In /Hr) (Dec.). (In /Hr) 0.154 1.000 0.154 Sum (F) _ 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 296.440 55.754 1.714 Z 0.167 592.819 38.980 1.198. 3 0.250 889.319 5.265 0.162 ----------------------------------------------------------------------- Sum = 100.000 Sum= 3.074 Unit. Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max , Low (In /Hr) 1 .0.08 0.50 0.150 0.154 0.039 0.11 2 0.17 0.60 0.180 0.154 - -- 0.03 3 0.25 0.60 0.180 0.154 - -- b.03 4 0.33 0.60 0.180 0.154 - -- 0.03 5 0.42 0.60 0.180 0.154 - -- 0.03 6 0.50 0.70 0.210 0.154 - -- 0.06 7 0.58 0.70 0.210 0.154 - -- 0.06 8 0.67 0.70 0.210 0.154 - -- 0.06 9 0.75 0.70 0.210 0.154 - -- 0.06 10 0.83 0.70 0.210 0.154 - -- 0.06 11 0.92 0.70 0.210 0.154 - -- 0.06 12 1.00 0.80 0.240 0.154 - -- 0.09 13 1.08 0.80 0.240 0.154 - -- 0.09 14 1.17 0.80 0.240 0.154 - -- 0.09 15 1.25 0.80 0.240 0.154 - -- 0.09 16 1.33 0.80 0.240 0.154 - -- 0.09 17 1.42 0.80 0.240 0.154 - -- 0.09 18 1.50 0.80. 0.240 0.154 - -- 0.09 19 1.58 0.80 0.240 0.154 - -- 0.09 20 1.67 0.80. 0.240 0.154 - -- 0.09 21. 1.75 0.80 0.240 0.154 - -- 0.09 22 1.83 0.80 0.240 0.154 - -- 0.09 23 1.92 0.80 0.240 0.154 - -- 0.09 24 2.00 0.90 0.270 0.154 - -- 0.12 25 2.08 0.80 0.'240 0.154 - -- 0.09 26 2.17 0.90 0.270 0.154 - -- 0.12 27 -2.25 0.90 0.270 0.154 0.12 28 2.33 0.90 0.270 0.154 0.12 29 2.42 0.90 0.270 0.154 - -- 0.12 30 2.50 0.90 0.270 0.154 - -- 0.12 31 2.58 0.90 0.270 0.154 - -- 0.12 32 2.67 0.90 0.270 0.154 - -- 0.12 33 2.75 1.00 0.300 0.154 - -- 0.15 34 35 2.83 2.92 1.00 1.00 0.300 0.300 0.154 - -- 0.154 0:15 0.15 36 3.00 1.00 0.300 0.154 0.15 37 3.08 1.00 0.300 0.154 - -- 0.15 38 3.17 1.10 0.330 0.154 - -- 0.18 39 3.25 1.10 0.330 0.154 - -- 0.18 40 3.33 1.10 0.330 0.154 - -- 0.18 41 3.42 1.20 0.360 0.154 - -- 0.21 42 3.50 1.30 0.390 0.154 - -- 0.24 43 3.58 1.40 0.420 0.154 - -- 0.27 44 3.67 1.40 0.420 0.154 - -- 0.27 45 3.75 1.50 0.450 0.154 - -- 0.30 46 3.83 1.50 0.450 0.154 - -- 0.30 47 3.92 1.60 0.480 0.154 - -- 0.33 .48 4.00 1.60 0.480 0.154 - -- 0.33 49 4.08 1.70 0.510 0.154 - -- 0.36 50 4.17 1.80 0.540 0.154 - -- 0.39 51 4.25 1.90 0.570 0.154 - -- 0.42 52 4.33 2.00 0.60'0 0.154 - -- 0.45 53 4.42 2.10 0.630 0.154 - -- 0.48 54 4.50 2.10 0.630 0.154 - -- 0.48 55 4.58 2.20 0.660 0.154 - -- 0..51 56 4.67 2.30 0.690 0.154 - -- 0.54 57 4.75 2.40 0.720 0.154 - -- 0.57 58 4.83 2.40 0.720 0.154 - -- 0.57 59 4.92 2.50 0.750 0.154 - -- 0.60 60 5.00 2.60 0.780 0.154 - - -. 0.63 61 5.08 3.10 0..930 0.154 - -- 0.78 62 5.17• 3.60 1.080 0.154 - -- 0.93 63 5.25 3.90 1.170 0.154 - -- 1:02 64 5.33 4.20 1.260 0.154 1.11 65 5.42 4.70 1.410 0.154 - -- 1.26 66 5.50 5.60 1.680 0.1,54 - -- 1.53 67 5.58 1.90 0.570 0.154 - -- 0.42 68 5.67 0.90 0.270 0.154 - -- 0.12 69 5.75 0.60 0.180 0.154 - -- 0.03 70 5.83 0.50 0.150 0.154 0.039 0.11 71 5.92 0.30 0.090 0.154 0.023 0.07 72 6.00 0.20 0.060 0.154 0.016 0.04 Sum = 100.0 Sum = 19.4 Flood volume = Effective rainfall 1.62(In) times area 3.0(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.88(In) Total soil loss = 0.225(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 17880.7 Cubic Feet - Total soil loss = 9797.8 Cubic Feet -------------------------------------------------------------------- Peak-flow -------------------------------------------------------------------- rate of this hydrograph = 4.300(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0013 ----------------------------------------- 0.19 Q 0 +10 0.0025 0.18 Q 0 +15 0.0032 0.09 Q 0 +20 0.0037 0.08 Q 0 +25 0.0042 0.08 Q 0 +30 0.0051 0.13 Q 0 +35 0.0063 0.17 Q • 0 +40 0 +45 0.0075 0.0086 0.17 0.17 Q Q 0 +50 0.0098 0.17 Q 0 +55 0.0110 0.17 QV 1+ 0 0.0125 .0.22 QV 1+ 5 0.0143 0.26 IQ 1 +10 0.0161 0.26 IQ 1 +15 0.0179 0.26 IQ 1 +20 0.0197 0.26 IQ 1 +25 0.0215 0.26 IQV 1 +30 0..0234 0.26 IQV I 1 +35 0.0252 0.26 IQV I 1 +40 0.0270 0.26 IQV I 1 +45 0.0.288 0.26 IQV 1 +50 0.0306 0.26 IQV 1 +55 0.0324 0.26 IQ V I 2+ 0 0.0346 0.31 IQ V I 2+ 5 0.0366 0.30 IQ V I 2 +10 0.0388 0.32 IQ V I 2 +15 0.0413 0.35 IQ V I 2 +20 0.0437 0.36 IQ V I 2 +25 0.0462 0.36 IQ V I 2 +30 0.0486 0.36 IQ V I 2 +35. .0.0511 0.36 IQ V I .2 +40 0.0535 0.36 IQ V I .2 +45 0.0563 0.41 IQ V I 2 +50 0.0593 0.44 IQ V I 2 +55 0.0624 0.45 IQ V I.. 3+ 0 0.0655 0.45 IQ V I 3+ 5 0.0686 0.45 IQ V 3 +10 0.0720 0.50 IQ V I 3 +15 0.0757 0.54 I Q V I 3 +20 0.0794 0.54 I Q V I • 3 +25 0.0835 0.59 I Q V 3 +30 . 0.0882 0.68 I Q V 3 +3.5 0.0935 0.77 I Q VI 3 +40 0.0991 0.81 I Q VI 3 +45 0.1051 0.87 I Q V , 3 +50 0.1113 0:90 I Q V 3 +55 0.1179 0.96 I Q IV 4+ 0 0.1248 1.00 'I Q I V 4+ 5 0.1320 1.05 I Q I V 4 +10 0.1399 1.14 ( Q I V 4 +15 0.1484 1.23 I Q I V 4 +20 0.1575 1.32, I Q I V 4 +25 0.1672 1.42. I. Q I V ' 4 +30 0.1773 1.46 I Q. I V 4 +35 0.1877 1.51 I Q I V 4 +40 0.1987 1.60 I Q I V 4 +45 0.2104 1.69 I Q 4 +50 0.2223 1.73 I Q 4 +55 0.2347 1.79 I Q I 5+ 0 0.2476 1.88 Q 5+ 5 0.2626 2.18 I Q I 5 +10 0.2806 2.62 I Q 5 +15 0.3011 2.98 I IQ 5 +20 0.3236 3.26 I I Q 5 +25 0.3487 3.64 I I Q 5 +30 0.3783 4.30 Q Q • 5 +35 0.3972 2.74 i 5 +40 0.4037 0.94 I Q 5 +45 0.4054 0.25 Q .5 +50 0.4071 0.24 Q 5 +55 0.4088 0.25 IQ 6+ 0 0.4100 0.17 Q 6+ 5 0.4104 0.06 Q V V V V V V u V V V V V V V V V •. U n i t H y d r o g r a p h A n a l y s i s Copyright (c). CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/28/05 File: 32070r3100.out Retention Basin #6 3- hour.duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input.Units Used English Rainfall Data.(Inches) Input Values Used English Units used in output format ------------------ - --------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 3.05(Ac.) = 0.005 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 3.05(Ac.) = 0.005 Sq. Mi. Length along longest watercourse = 530.00(Ft.) Length along longest watercourse measured to centroid = 300.00(Ft.) Length along longest watercourse = 0.100 Mi. Length along longest watercourse measured to centroid = 0.057 Mi. Difference in elevation = 10.00(Ft.) Slope along watercourse = 99.6226 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.028 Hr. Lag time = 1.69 Mina 25% of lag time = 0.42 Min. 40% of lag time = 0.67 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.05 0.70 2.13 100 YEAR Area rainfall data: Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain.= 2.200(In) Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 3.05 2.20 6.71 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 100.00 % Adjusted average point rain.= 2.200(In) Sub- Area Data: Area(Ac.) Runoff Index Impervious % 3.050 '32.00 0.800 Total Area Entered = 3.05(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 32.0 52.0 0..552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 U n i t H y d r o g r a p h DESERT S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution. Unit Hydrograph (hrs) Graph % (CFS) . --------------------------------------------------------------------- 1 0.083 296.440 55'.754 1.714 2 0.167 592.879 38.980 1.198 3. 0.250 889.319 5.265 0.162 Sum = 100.000 Sum= 3.074 • ---------------------------------------------------- - ------------------ Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Low (In /Hr) 1 0.08 1.30 0.343 _Max 0.154 - -- 0.19 2 0.17 1.30 0.343 0.154 - -- 0.19 3 0.25 1.10 0.290 0.154 - -- 0.14 .4 0.33 1.50 0.396 0.154 - -- 0.24 5 0.42 1.50 0.396 0.154 - -- 0.24 6 0.50 1.80 0.475 0.154 - -- 0.32 7 0.58 1.50 0.396 0.154 - -- 0.24 .8 0.67 1.80 0.475 .0.154' - -- 0.32 9 0.75 1.80 0.475 0.154• - -- 0.32 10 0.83 1.50 0.396 0.154 - -- 0.24 11 0.92 1.60 0.422 0.154 - -- 0.27 12 1.00 1.80 0.475 0.154 - -- 0.32 13 1.08 2.20 0.581 0.154 - -- 0.43 14 1.17 2.20 0.581 0.154 - -- 0.43 15 1.25 2.20 0.581 0.154 - -- 0.43 16 1.33 2.00 0.528 0.154 - -- 0.37 17 1.42 2.60 0.'686 0.154 - -- 0.53 18 1.50 2.70 0.713 0.154 - -- 0.56 19 1.58 2.40 0.634 0.154 - -- 0.48 20 1.67 2.70 0.713 0.154. - -- 0.56 21 1.75 3.30 0.871 0.154 - -- 0.72 22 1.83 3.10 0.818 0.154 - -- 0.66 23 1.92 2.90 0.766 0.154 - -- 0.61 24 2.00 3.00 0.792 0.154 - -- 0.64 25 2.08 3.10 0.818. 0.154 - -- 0.66 26 2.17 4.20 1.109 0.154 0.95 27 2.25 5.00 1.320 0.154 =_= 1.17 - 28 2.33 3.50 0.924 0.154 - -- 0.77 29 2.42 6.80 1.795 0.154 - -- 1.64 30 "2.50 7.30 1.927 0.154 - -- 1.77 .31 2.58 8.20 2.165 .0.154 - -- 2.01 32 2.67 5.90 1.558 0.154 - -- 1.40 33 2.75 2.00 0.528 0.154 - -- 0.37 i • • 34 2.83 1.80 0.475 0.154 - -- 0.32 35 2.92 1.80 0.475 0.154 - -- 0.32 36 3.00 0.60 0.158 0.154 - -- 0.00 Sum = 100.0 Sum = 20.8 Flood volume = Effective rainfall" i.74(In) times area 3.0(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) 0.61 Total soil loss = 0.46(In) Total soil loss = 0.118(Ac.Ft) 0.73 Total rainfall = 2.20(In) Flood volume = 19227.1 Cubic Feet 0.88 Total soil.loss = 5129.9 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------- flow rate of this hydrograph = 5.838(CFS) - ----------------------------- +++++++++++++++++++++++++++++++++++++ I VQ - - - - -- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M 0.0365 0.89 =------=------------------------ R u n o f f" H y d r o g r a p h ---------- Hydrograph 7 --------------------------- in 5 Minute intervals ((CFS)) 0.0432 --------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 0+ 5 0.0022 0.32 VQ 0 +10 0.0060 0.55 V Q 0 +15. 0.0094 0.49 VQ 0 +20 0.0136 0.61 IVQ 0 +25 0.0186 0.73 IVQ 0 +30 0.0246 0.88 I VQ 0 +35 0.0304 0.84 I VQ 0 +40 0.0365 0.89 0 +45 0.0432 0.97 I Q 0 +50 0.0491 0.85 I QV 0 +55 0.0546 0.80 QV 1+ 0 0.0609 0.91 Q V 1+ 5 0.0689 1.16 I Q V 1 +10• 0.0778 1.29 I Q V 1 +15 0.0868 1.31 I" Q V 1 +20 0.0952 1.22 VVI 1 +25 0.1051 1.43 I QQ 1 +30 0.1165 1.66 I Q V 1 +35 0.1273 1.58 I Q IV 1 +40 0.1385 1.62 I Q I V 1 +45 0.1521 1.98 I Q I V •1 +50 0.1665 2.09 I Q I V 1 +55 0.1800 1.96 I. Q I V 2+ 0 0.1933 1.93 I Q I V 2+ 5 0.2071 2.00 I Q I V 2 +10 0.2245 2.54 I Q V 2 +15 0.246.9 3.25 I I Q I V 2 +20 0.2667 2.87 I IQ I V. 2 +25 0.2937 3.92 I I Q I V 2 +30 0.3291 5.13 I I Q V 2 +35 0.3693 5.84 I I I Q 2 +40 0.4044 5.10 I I Q 2 +45 0.4227 2.65 I Q 2 +50 0.4311 1.22 I Q I 2 +55 0.4379 0.99 I Q I 3+ 0 0.4410 0.44 IQ I 3+ 5 0.4414 0.06 Q 3 +10 --------------------------------------------------------- 0.4414 0.00 Q I - - - - -- 7.5 10.0 I I I I I V V VI VI VI VI VI V GENERAL NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE STANDARD PLANS OF THE CITY OF LA QUINTA AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, LATEST EDITION, AND THE CITY OF LA QUINTA STANDARD PLANS, DATE AUGUST 21, 2001, OR LATEST EDITION. 2. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER /OWNER OR CONTRACTOR TO APPLY TO THE CITY OF LA QUINTA PUBLIC WORKS DEPARTMENT FOR THE NECESSARY PERMITS AND TO BE RESPONSIBLE FOR SATISFACTORY COMPLIANCE WITH ALL CURRENT ENVIRONMENTAL REGULATIONS DURING THE LIFE OF CONSTRUCTION ACTIVITIES FOR THIS PROJECT. ADDITIONAL STUDIES AND /OR PERMITS MAY BE REQUIRED. 3. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER OR CONTRACTOR TO APPLY TO THE CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS) FOR AN ENCROACHMENT PERMIT FOR ALL WORK PERFORMED WITHIN THE STATE RIGHT OF WAY. 4. THE CONTRACTOR SHALL OBTAIN ALL PERMITS AS REQUIRED BY THE CITY OF LA QUINTA OR OTHER GOVERNING AGENCIES. 5. THE CONTRACTOR SHALL NOTIFY THE CITY PUBLIC WORKS DEPARTMENT 48 HOURS PRIOR TO ANY GRADING, BRUSHING OR CLEARING AND EACH PHASE OF CONSTRUCTION AT (760) 777 -7075 AND 48 HOURS PRIOR TO REQUIRING INSPECTIONS. 6. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITES BEFORE COMENCING WORK. HE AGREES TO BE FULLY RESPONSBILE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES. 7. THE CONTRACTOR SHALL BE RESPONBISBLE FOR THE REMOVAL, REPLACEMENT OR RELOCATION OF ALL REGULATORY, WARNING AND GUIDE SIGNS. 8. STREET NAME SIGNS AND TRAFFIC CONTROL SIGNS, TYPE AND LOCATION SHALL BE APPROVED BY THE CITY ENGINEER. TRAFFIC STRIPING, LEGENDS AND PAVEMENT MARKERS, TYPE AND LOCATION SHALL BE APPROVED BY THE CITY ENGINEER. 9. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS OR BENCH MARKS NOTED ON THE PLANS, OR FOUND DURING CONSTRUCTION. REMOVAL AND REPLACEMENT SHALL BE DONE BY A REGISTERED CIVIL ENGINEER WITH AN R.C.E. NUMBER BELOW 33,966, OR A LICENSED LAND SURVEYOR, ONLY. 10. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQUIPMENT WITHIN ONE HALF MILE OF HUMAN OCCUPANCY SHALL BE PERFORMED ONLY DURING THE TIME PERIODS AS FOLLOWS: OCTOBER 1ST TO APRIL 30TH: MONDAY - FRIDAY 7:00 AM TO 5:30 PM SATURDAY 8:00 AM TO 5:00 PM MAY 1ST TO SEPTEMBER 30TH: MONDAY - FRIDAY 6:00 AM TO 7:00 PM SATURDAY 8:00 AM TO 5:00 PM 091001 ;II "- ]I;2111:V1i; 1 iv, 1011 9001►1 7g 7;1»;141111 "1 ►� 11. ALL TRAVELED WAYS MUST BE CLEAND DAILY OF ALL DIRT, MUD AND DEBRIS DEPOSITED ON THEM AS A RESULT OF THE GRADING OPERATION. CLEANING IS TO BE DONE TO THE SATISFACTION OF THE CITY ENGINEER. 1.2. ALL CONSTRUCTION AREAS SHALL BE PROPERLY POSTED AND LIGHTED IN CONFORMANCE WITH THE STATE MANUAL OF WARNING SIGNS, LIGHTS AND DEVICES FOR USE IN THE PERFORMANCE OF WORK UPON HIGHWAYS, IN ORDER TO ELIMINATE ANY HAZARDS. 13. CONTSTRUCTION PROJECTS DISTURBING MORE THAN FIVE ACRES MUST OBTAIN A NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT. OWNERS /DEVELOPERS ARE REQUIRED TO FILE A NOTICE OF INTENT (N01) WITH THE WATER RESOURCES CONTROL BOARD (SWRCB), PREPARE A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) AND MONITORING PLAN FOR THE SITE. THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM IS A NATIONAL PROGRAM TO CONTROL NON -POINT SOURCE POLLUTANTS CARRIED BY STORM WATER. THE PROGRAM IS IMPLEMENTED AND ENFORCED BY THE STATE WATER RESOURCES CONTROL BOARD. 14. THE CITY RETAINS THE RIGHT TO REQUIRE PLAN REVISIONS, AS NECESSARY, SUBSEQUENT TO PLAN APPROVAL, BUT PRIOR TO COMPLETION OF THE IMPROVEMENTS SHOWN ON THESE PLANS, IF ANY NEW STREET IMPROVEMENTS HAVE BEEN INSTALLED BY THE CITY OR A THIRD PARTY WITHIN THE IMMEDIATE VICINITY OF THE IMPROVEMENTS PROPOSED BY THESE PLANS THAT IMPACT THE DESIGN INTEGRITY OF THE IMPROVEMENT PROPOSED IN THESE PLANS AS ORIGINALLY APPROVED. ALL COSTS, INCLUDING BUT NOT LIMITED TO DESIGN AND IMPROVEMENT COSTS, INCURRED AS A RESULT OF ANY DESIGN REVISIONS SHALL BE BORNE BY THE IMPROVEMENT SPONSORS. 15. THESE PLANS ARE VALID FOR A PERIOD NOT TO EXCEED EIGHTEEN (18) MONTHS FROM DATE OF APPROVAL. THE IMPROVEMENT SPONSOR SHALL BEAR ALL COSTS ASSOCIATED WITH UPDATING THE PLANS, INCLUDING BUT NOT LIMITED TO DESIGN AND IMPROVEMENT COSTS, TO AFFECT COMPLIANCE WITH ANY NEW CITY STANDARDS, ORDINANCES, OR LAWS AND REGULATIONS, ENACTED OR ADOPTED BY THE CITY OR OTHER JURISDICTIONS WITH AUTHORITY SUBSEQUENT TO THE PLAN APPROVAL DATE. UNDERGROUND UTILITIES AB 73 REQUIRES EVERY PERSON PLANNING TO CONDUCT EXCAVATION NOTIFY A REGIONAL NOTIFICATION CENTER AT LEAST TWO PRIOR TO EXCAVATION AND, IF PRACTICAL, THE AREA TO BE EXCAVATED SHALL BE DELINEATED. A VERIFICATION NUMBER WILL BE GIVEN UPON SUCH NOTIFICATION WITHOUT WHICH ANY PERMIT OR DIRECTIVE GIVING PERMISSION TO EXCAVATE SHALL BE INVALID. VERIFICATION NUMBERS EXPIRE IN 14 DAYS. FOR BEST COMMUNICATION, PERSONS PERFORMING EXCAVATION SHOULD MEET THE UTILITY COMPANIES AT THE JOB SITE. FOR MORE INFORMATION YOU CAN CONTRACT THE LOCAL REGIONAL INFORMATION CENTER. UNDERGROUND SERVICE ALERT 3030 SATURN STREET, SUITE 200 BREA, CA 92621 1 -(800) 227 -2600 UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. In the City of La Quinta, County of Riverside, State of California 0 Stor Dr in Improve ent P1 ns GRADING NOTES 1. GRADING SHALL BE IN ACCORDANCE WITH THE ENGINEERED GRADING REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST EDITION, AND SOILS REPORT, NO. 03 -10 -847, DATED: OCTOBER 30, 2003 PREPARED BY: EARTH SYSTEMS SOUTHWEST 79811 B COUNTRY CLUB DRIVE BERMUDA DUNES, CA 92201 TELEPHONE NO. (760) 345 -1588 PROJECT # 09386 -01 2. THE SOILS ENGINEER AND THE ENGINEERING GEOLOGIST SHALL EXERCISE SUFFICIENT SUPERVISORY CONTROL DURING GRADING TO INSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND CODE WITHIN THEIR PURVIEW. 3. THE DESIGN CIVIL ENGINEER SHALL EXERCISE SUFFICIENT CONTROL DURING GRADING AND CONSTRUCTION TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND CODE WITHIN HIS PURVIEW. 4. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, TEMPORARY DRAINAGE CONTROL SHALL BE PROVIDED TO PREVENT PONDING WATER AND DAMAGE TO ADJACENT PROPERTY. 5. AFTER CLEARING, EXISTING GROUND SHALL BE SCARIFIED TO A MINIMUM OF 6" ON THE ENTIRE SITE OR AS RECOMMENDED BY THE SOILS REPORT. 6. THE MAXIMUM CUT AND FILL SLOPES SHALL BE 2:1. 7. PADS SHALL BE COMPACTED TO A MINIMUM OF 90% RELATIVE DENSITY PER A.S.T.M. SPECIFICATIONS AND THE ABOVE MENTIONED SOILS REPORT. 8. MINIMUM BUILDING PAD DRAINAGE SHALL BE 2 %. DRAINAGE SHALL BE A MINIMUM OF 0.3' DEEP AND BE CONSTRUCTED A MINIMUM OF 2' FROM THE TOP OF CUT OR FILL SLOPES. THE MINIMUM SLOPE OF SWALES SHALL BE 0.50 %. 9. ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF NINETY (90) PERCENT OF MAXIMUM DENSITY AS DETERMINED BY THE UNIFORM BUILDING CODE SECTION 7010 OR EQUIVALENT AS APPROVED BY THE CITY ENGINEER. FIELD DENSITY SHALL BE DETERMINED IN ACCORDANCE WITH THE UNIFORM BUILDING CODE SECTION 7002, OR EQUIVALENT, AS DETERMINED BY THE CITY ENGINEER. 10. ALL STREET SECTIONS ARE TENTATIVE. THE MINIMUM SECTION IS Zr A.C. OVER 45 CRUSHED A.B.. ADDITIONAL SOIL TEST(S) SHALL BE REQUIRED AFTER ROUGH GRADING TO DETERMINE EXACT SECTION REQUIREMENTS. THE CITY ENGINEER SHALL APPROVE THE FINAL STREET SECTION. 11. THE CITY ENGINEER WILL REVIEW FOR APPROVAL THE FINAL STREET SECTIONS AFTER SUBMITTAL OF "R'' VALUE TESTS FOR ROADYWAY SUBBASE. 12. LOCATIONS OF FIELD DENSITY TESTS SHALL BE DETERMINED BY THE SOIL ENGINEER OR APPROVED TEST AGENCY AND SHALL BE SUFFICIENT IN BOTH HORIZONTAL AND VERTICAL PLACEMENT TO PROVIDE REPRESENTATIVE TESTING OF ALL FILL PALCED. TESTING IN AREAS OF A CRITICAL NATURE OF SPECIAL EMPHASIS SHALL BE IN ADDITION TO THE NORMAL REPRESENTATIVE SAMPLINGS. 13. THE FINAL COMPACTION REPORT AND APPROVAL FROM THE SOILS ENGINEER SHALL CONTAIN THE TYPE OF FIELD TESTING PERFORMED. EACH TEST SHALL BE IDENTIFIED WITH THE METHOD OF OBTAINING THE IN -PLACE DENSITY, WHETHER SAND CONE OR DRIVE RING AND SHALL BE SO NOTED FOR EACH TEST. SUFFICIENT MAXIMUM DENSITY DETERMINATION SHALL BE PERFORMED TO VERIFY THE ACCURACY OF THE MAXIMUM DENSITY CURVES USED BY THE FIELD TECHNICAN. 14. ALL UNDERGROUND FACILITTES, WITH LATERALS, SHALL BE IN PLACE AND INSPECTED PRIOR TO PAVING, INCLUDING BUT NOT LIMITED TO THE FOLLOWING: SEWER, WATER, ELECTRIC, GAS AND DRAINAGE. 15. THE FINAL UTILITY LINE BACKFILL REPORT FROM THE PROJECT SOIL ENGINEER SHALL INCLUDE AN APPROVAL STATEMENT THAT THE BACKFILL IS SUITABLE FOR THE INTENDED USE. 16. BLOCK WALLS ARE NOT PART OF THE GRADING PERMIT. SUBMIT FOR SEPARATE BUILDING PERMIT(S). 17. THE CONTRACTOR IS RESPONSIBLE TO PREVENT SILT CONTAMINATION OF STORMWATER INFILTRATION FACILITIES DURING CONSTRUCTION OF SUBSEQUENT IMPROVEMENTSBY THE CONTRACTOR. IMMEDIATELY PRIOR TO FINAL ACCEPTANCE OF STORM DRAINAGE RETENTION /INFILTRATION FACILITIES, THE CONTRACTOR SHALL CONDUCT, IN THE PRESENCE OF THE CITY INSPECTOR, A PERFORMANCE TEST DESIGNED TO CLEARLY DEMONSTRATE THE FUNCTIONAL ADEQUACY OF THE FACILITIES. 18. THE CONTRACTOR SHALL PROVIDE WIND EROSION AND DUST CONTROL MEASURES AS REQUIRED BY THE FUGITIVE DUST CONTROL PLAN APPROVED FOR THIS PROJECT. CONSTRUCTION NOTES & QUANTITIES 01 INSTALL 24" R.C.P. (D -1250) 102 LF O2 INSTALL 18" R.C.P. (D -1250) 2,302 LF O INSTALL 18" H.D.P.E. 292 LF O4 INSTALL MANHOLE PER CITY OF LA QUINTA STD. 341 21 EA O.C. INSTALL CURB INLET CATCH BASIN NO. 1, PER P.S.I. POUNDS PER SQUARE INCH CITY OF LA QUINTA STD. 300 32 EA �6 PREFABRICATE AND INSTALL 14' WIDE, 8' LONG P.C,U., WITH Q10 10 -YEAR STORM PEAK FLOW (IN C.F.S.) MANHOLE BASE AND STORM DRAIN OPENING 5 EA (7 PREFABRICATE AND INSTALL 24' WIDE, 8' LONG P.C.U., WITH Vn NORMAL VELOCITY (F.P.S.) MANHOLE BASE AND STORM DRAIN OPENING 10 EA �8 PREFABRICATE AND INSTALL 14' WIDE, 8' LONG STANDARD P.C.U. _ 34 EA Q9 PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. _78 EA PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. DESIGNED BY: Tract No. 32070 LEGEND /ABBREVIATION <=== SECONDARY OVERFLOW - = RETENTION BASIN OVERFLOW ROUTE ipp► DIRECTION OF DRAINAGE FLOW ON STREET S- SEWER LINE W- WATER LINE CBr=F- CATCH BASIN O.C. STORM DRAIN LINE C.B. CATCH BASIN S.D. STORM DRAIN M.H. MANHOLE J.S. JUNCTION STRUCTURE R.C.P. REINFORCED CONCRETE PIIPE HDPE HIGH DENSITY POLYETHYLENE PIPE O.C. ON CENTER P.S.I. POUNDS PER SQUARE INCH C.F.S. CUBIC FOOT PER SECOND Q PEAK FLOW (IN C.F.S.) Q10 10 -YEAR STORM PEAK FLOW (IN C.F.S.) Q100 100 -YEAR STORM PEAK FLOW (IN C.F.S.) V VELOCITY (F.P.S.) Vn NORMAL VELOCITY (F.P.S.) F.P.S. FEET PER SECOND INV. INVERT BC BEGIN OF CURVE EC END OF CURVE T.G. TOP OF GRATE (L CENTER LINE H.G.L. HYDRAULIC GRADE LINE W.S. WATER SURFACE INT. INTERSECTION LAT. LATERAL ST. STREET S SLOPE L.F. LINEAR FEET S.F. SQUARE FEET EA. EACH VERT. VERTICAL HORIZ. HORIZONTAL P.E. PAD ELEVATION P.C.U. PRECAST CONCRETE STRUICTURE (RETENTION BASINS) 01 RETENTION BASIN NUMBERR 10 PREFABRICATE AND INSTALL 14' WIDE P.C.U. ENDWALL 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL 12 INSTALL FOOTING FOR 14" WIDE P.C.U., AMD ALL END WALLS 3' -O" WIDE X 2' -0" DEEP 13 INSTALL FOOTING FOR 24" WIDE P.C.U. 3' -6" WIDE X 2' -O" DEEP 14 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -0" WIDE X 2' -0" DEEP 15 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -6" WIDE X 2' -0" DEEP 16 INSTALL FOOTING FOR 24' WIDE TANDEM R.C.U. 7' -6" WIDE X 2' -O" DEI 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. 18 INSTALL BASIN SLAB AND DRYWELL FOR 244' WIDE P.C.U. 19 INSTALL MANHOLE WITH FRAME AND PERFORATED COVER, INCLUDING GALVANIZED STEEL LADDER PER DETAIL ONI SHEET 3 15 EA 20 INSTALL 6" DIA. PERFORATED P.V.C. PIPE, ROCK ENCASED PER DETAIL ON SHT. 3 923 LF 21 INSTALL "MAXWELL PLUS" DRAINAGE SYSTEM PER DETAIL ON SHTS. 4 & 5- 6 EA SHEET INDEX 1. TITLE SHEET 2. DETAILS, SECTIONS, CONSTRUCTION NOTES & QUANTITY ESTIMATES 3. STORM DRAIN PLAN 4. STORM DRAIN PROFILES- LINE "A ", LATERALS "A -1 ", "A -2", "A -3" LINE "B1 ", LATERALS "81 -1 ", "81 -2" LINE 'Be, LATERALS "B4 -1 ", "B4 -2" LINE "E ", LATERALS "E -1 ", "E -2", "E -3 ", "E -4" "E -5 ", "E -6", "E -7" 5. STORM DRAIN PROFILES- LINE "B2", LATERALS "132 -1 ", "B2 -2" LINE "B3" & LINE "67" LINE "B5 ", LATERALS "65 -1 ", "65 -2" LINE 'Cl-, LINE "C2 7, LINE "C3" LINE "C4 ", LATERAL "C -4" OWNER / DEVELOPER RJT HOMES, LLC 80 -109 AVENUE 52 (760) 564 -6555 La Quinta, CA 92253 FAX (760) 564 -6505 NOTE: ALL ON -SITE STREETS ARE PRIVATE AYE/ BASIS OF BEARING T THE BEARINGS SHOWN ARE BASED UPON THE CENTERLINE OF )UND JEFFERSON STREET BEING NORTH 89'46'02" EAST, AS SHOWN IV BASIN BY PARCEL MAP NO. 8961 FILED IN BOOK 44, PAGES 67 AND 68 OF PARCEL MAP BOOK, IN THE OFFICE OF THE COUNTY REC(ORDER, RIVERSIDE COUNTY, CALIFORNIA. LEGAL DESCRIPTION PARCELS 1 AND 2 AS SHOWN BY PARCEL MAP 8961, ON FILE IN BOOK 44 PAGES 67 AND 68 OF PARCEL MAPS, RECORDS OF RIVERSIDIE COUNTY, CALIFORNIA. ASSESSOR'S PARCEL NO.'S 772- 410 -021 772 - 410 -022 UTILITIES WATER - COACHELLA VALLEY WATER DISTRICT 760 -398 -2651 SEWER - COACHELLA VALLEY WATER DISTRICT 760 -398 -2651 GAS -THE GAS COMPANY 760 -346 -4248 TELEPHONE - VERIZON 800 -331 -5870 ELECTRICITY - IMPERIAL IRRIGATION COMPANY 760 - 398 -5854 O TELEVISION -TIME WARNER - - - - -- 760- 340 -1312 R FEMA FLOOD ZONE X M 0 R S E 78 -900 Avenue 47 S Suite 208 D O K I C H La Quinta, CA 92253 =00W, Willm aim ELI Voice: 760- -771 -- -4013 S C H U L T Z FAX: 760 -771 -4073 mdsloquinta@mdsconsulting.net PLANNERS ENGINEERS SURVEYORS SCALE: PER PLAN B E N C H M A R KPD- 103 -3 -70 FD. 1 1/4 O.D.I.P. FILLED W/ CONC. IN 5" O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. INT. OF DATE: JULY, 2004 WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. O N Q7 z i z a. H W 2 Uj Ix "CODORNIZ" a. SDP-2004-799 Z 0 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA d: TRACT NO. 32070 ° S+ SHT.TORM DRAIN IMPROVEMENT PLANS 0 PRIVATE STORM DRAINS of 7 sHTS. TITLE SHEET LLj N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. FOR: RJT HOMES, LLC W.O. NO: Z I: \43910 \IMPLANS \SD \SD \SD- Ol.dwg 7/12/05 Q�pF ESS / pN9 C. C- "' No. 20596 I" m Exp. 9 -30 -05 CIVIL F CAL�Fp� PREPARED UNDER THE DIRECTION OF: DATE: STANLEY C. MORSE EXP. DATE 9/30/05 R.C.E. 20596 APPROVED BY: CITY OF LA QUINTA TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. DATE 12 -31 -06 REVISIONS APPR. DATE DRAWN BY: CHECKED BY: SHEET INDEX 1. TITLE SHEET 2. DETAILS, SECTIONS, CONSTRUCTION NOTES & QUANTITY ESTIMATES 3. STORM DRAIN PLAN 4. STORM DRAIN PROFILES- LINE "A ", LATERALS "A -1 ", "A -2", "A -3" LINE "B1 ", LATERALS "81 -1 ", "81 -2" LINE 'Be, LATERALS "B4 -1 ", "B4 -2" LINE "E ", LATERALS "E -1 ", "E -2", "E -3 ", "E -4" "E -5 ", "E -6", "E -7" 5. STORM DRAIN PROFILES- LINE "B2", LATERALS "132 -1 ", "B2 -2" LINE "B3" & LINE "67" LINE "B5 ", LATERALS "65 -1 ", "65 -2" LINE 'Cl-, LINE "C2 7, LINE "C3" LINE "C4 ", LATERAL "C -4" OWNER / DEVELOPER RJT HOMES, LLC 80 -109 AVENUE 52 (760) 564 -6555 La Quinta, CA 92253 FAX (760) 564 -6505 NOTE: ALL ON -SITE STREETS ARE PRIVATE AYE/ BASIS OF BEARING T THE BEARINGS SHOWN ARE BASED UPON THE CENTERLINE OF )UND JEFFERSON STREET BEING NORTH 89'46'02" EAST, AS SHOWN IV BASIN BY PARCEL MAP NO. 8961 FILED IN BOOK 44, PAGES 67 AND 68 OF PARCEL MAP BOOK, IN THE OFFICE OF THE COUNTY REC(ORDER, RIVERSIDE COUNTY, CALIFORNIA. LEGAL DESCRIPTION PARCELS 1 AND 2 AS SHOWN BY PARCEL MAP 8961, ON FILE IN BOOK 44 PAGES 67 AND 68 OF PARCEL MAPS, RECORDS OF RIVERSIDIE COUNTY, CALIFORNIA. ASSESSOR'S PARCEL NO.'S 772- 410 -021 772 - 410 -022 UTILITIES WATER - COACHELLA VALLEY WATER DISTRICT 760 -398 -2651 SEWER - COACHELLA VALLEY WATER DISTRICT 760 -398 -2651 GAS -THE GAS COMPANY 760 -346 -4248 TELEPHONE - VERIZON 800 -331 -5870 ELECTRICITY - IMPERIAL IRRIGATION COMPANY 760 - 398 -5854 O TELEVISION -TIME WARNER - - - - -- 760- 340 -1312 R FEMA FLOOD ZONE X M 0 R S E 78 -900 Avenue 47 S Suite 208 D O K I C H La Quinta, CA 92253 =00W, Willm aim ELI Voice: 760- -771 -- -4013 S C H U L T Z FAX: 760 -771 -4073 mdsloquinta@mdsconsulting.net PLANNERS ENGINEERS SURVEYORS SCALE: PER PLAN B E N C H M A R KPD- 103 -3 -70 FD. 1 1/4 O.D.I.P. FILLED W/ CONC. IN 5" O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. INT. OF DATE: JULY, 2004 WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. O N Q7 z i z a. H W 2 Uj Ix "CODORNIZ" a. SDP-2004-799 Z 0 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA d: TRACT NO. 32070 ° S+ SHT.TORM DRAIN IMPROVEMENT PLANS 0 PRIVATE STORM DRAINS of 7 sHTS. TITLE SHEET LLj N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. FOR: RJT HOMES, LLC W.O. NO: Z I: \43910 \IMPLANS \SD \SD \SD- Ol.dwg 7/12/05 ___ ~- ___--_ 11 '. \ 1111 .. I (��, \" \ ' .1 LAT. L 1;F t l ; T �-_ -m -,_--C� It - -P OIL I /�, 6 7 '\ /111 8, 1- I 0 i �Ef I 4 d� I _�_ I ; ! , , I '�'c ',�\ / " � , , , " " 1 �j l I 11 - / T2 43. , , V, 6, I I � " J � 14.j 1C.B. 1 � T 3 N89*46'02"E 14,57 V ,� %6�- ._� r �� 126 -_ 14 L (0 N77*43'58"W . \.#, -,, -D / , / _,___ -, - ---------- --,--"---, " f = )'k-im - TH I T-1 INT - 15;N " \ \ I .\ " \ I ; ! I W 14', H=7.03' , WAY /I - PZ4.-59 UNE / , / �1/ 2 "' .' , , go/",, - * I T %41 tit, , ql'(Z' /, x \,x C , \ I I I q li� �Iklsv,�4! - , , C11 �, F 0 / Z ,\ I NOO'05'18"E 45,70 \ ,� /' " I "" - /\ %, - L\) \: � , , i 00 m i , I - ,." T21 NOO*05'18"E 69,13 " 5 6 MO/V / P/ 1, W, I � __ ` 04 \�N\ \ %o, i cr) - I'll _��- ---,- : ; 221 4 I 11 I T22 N43*14'39"W 53.34 " , . /// I lt� lz� " \ 11'1'111�\, . o 111 '\"1 \ " 3 1",�,ii,-,,i�', ", ,_ ----- - _.,___.. _ , - :15- 181 1 \ //_ I - ,, \ I !�s 41 _.,� - p - ... EL p -f-.--.T 13, ,-- k) . . . . . . . . - - R Ai T25 4 /,,,,< < ;� \1 1� . 1, _,].---:__.: - 2 b 6 i END PIPE - I NV", �_ ,,;,� , . . \. , Il _____ -..----.----- _ __ T LL 11-1 54 / - I , [I �11 \ /I ,( .J� I I I q, ", 4 LLJ < I-, �, I LINE I � ju �; 0 1 =) '6�', �' ';: 4, '; 'le ., - - 11,�i777_ " I i ... I r� _ I " , I - I F;`,,,,-`6r1,1,,,, 1I I I I _: CIL j �� i I 'w m �C-+':,. /' 11>1 I / i ' L� 1 !r " , J' , " t R C) --e - I [1_______.,_j pw 4 t \ `,rI_!1T11s_ m- - 41 1 1 \, / 1/7 �," \ ,,"q_, , - ,Tl._.___._____.____4= = .,., , '.,01--.--.'',,---,--11-I..- .----..r--.j . I F , - Or"K I .j w �i _j I .... I -1 � -", I T36 N01045'21'/E 20.75 /? \ / _. T I w /�) � I I -.- - r , ' - iS �_, l ,fl---i I ! , / , \ ; I 1" 1 0 _____ -.,.-- ,_ - -UNDERGROUND--RET'-E-N-TION BASIN ION BASIN JEFFERSON ST / SAGE LANE I � STORAGE VOLUME REQUIRED = 0.227 AC. Fr. = 9,888 C.F. TION BASIN \ 11 I I STORAGE VOLUME REQUIRED = 0.578 AC. FT. = 25,178 C.F. ----I __ __ I - --- - -_ _ __ -_ ___ __ ---A-E�!��- ,- -1 - --------- 11 ...... _ . -.--- - ,,,---, , -)'-^ � 1i --,-- - -.- SO ______,____.,_..__ . . __________ --,---.--,---- - - '-'� _ _ - ,BEGIN A. )` - ---.I= <-)- Q_ co I,� " R 1 1 18 - 7 __ _____ V1 = �� __-) . ::g !�! V) I.� C:) to a::-- .4 - - / . I 00 r-, I a- " 4 ,+:) if __ ---.----- .____________.____---- -_-�----=_�== --- --- --.----------------,------------,---,--",--------.-,--,-,-- I,— AC), __�7- ___ 2-5..25--TG- _ _ _ A, " cd , /11 �_ __ t'_" L' - .;"�, - , , L ---.-..----,. .. ..... - ___ _ . " . '§r L L", - - �, ,?, , " - - 4- -24-.-79-- RU EJ_�D (�) . I \ "L -11 i 6,_ : � r. -1-11 , 01-1- ----- ;,, f, i = L a 1�:, I if, L .,r ' - ST�El I:Tj MIDDLE OF STRUCTdRE� 1: I i I I /, 3, �x R +0 0 \ A p 3 � 1 106 ! �!93.43 BEGIN PIPE 1 1 I � ! < I. (n I C:;� �Vj_ 1,1 I------- -�--rj ... - 11 t . ------- Lo ' I I 1 O' PRIVATE 11 1� \ \, < �1 , ,§ "'I- (I ' 79 ,,,' \ \� -, 11 1 - 11 - I I -, I 1 O' PRIVATE - ' , ." �, tj I � f - -_ !-- I , x , LL1 , I I IC3 17 L�� -3 "" - ! LU -otl' I 4 @ \ I \ 1, , I" ,_ �_'.'>,, I 4 --f 96 0� I I I I I -,---,--T--,---- 11 / Z ,�, \ ,� I i . I! i ,I/.. ". AN & - � ! i f I \�,\ \ ,�4, , I *' /,\� ", I ��___. ', . __.; C. /_,� , �11) " , I \ , ,'I \ / / , / � %01 , S.D. 3 ojj I I - L- 1 -41 9.1 b - 11 - - I , d . \; "L -------- `, ,� I ; ,�,/ / - , 4 I \,,�, / / -A% 'W# \ \ I / I I � 1 _j 11.. ,1,--, (R---------- i___--____.___,____ --- �f_ I I i 2 00 ,,,,, __ -- 4 / / lt INf -,.-- )w------i--L____ 72 - 4 ? � _ ____,.__ I j 1�,,' \, - IV \ _ --- -------- -:,-,-,a-----.---..--,�l-,::-7---,-�l-=Zl--i�:,�: B5-1- � " 85 -Z . . Ix" �-4N\t �, ,ill' I 1�1 bp IF/ 21 TT_ I , I - -i `1 /�4 1 � \).)�."., �� '\ 80 +6U...UU ST . STA. U I 2 1 1 - >_ .� ,_ ---------- -_'_______'_._ � EE_ P�`O%E_ ON_SHE7__5_ < i 0 1 ,:"1 I I i ; I! ,/ /,', �� 1/ /?�11 1 _ , ,, /, ' 21-- 1 119 00 �:o 3: T - .1--y I L - - I (-P _- C)- � - - - I -Z]--- I ? < �nl= - IN (I �T' T�� ,_ _____ 3 -, ", N_ C, . L_ f-r-0 - . -A , U 9 - _2_11�1 1 , " ,�', : , .'' - , *�_ �i( - x \ ' ' \ " � L7\95 \ EjC'',, � \ /15u CURVE DELTA � |39 TANGENT C1 � T40 S01"45'21flW 20,75 � T41 N77*29'54OW - 17,75 21.06 T42 N87*47'09"E _ 56.12 T43 S87*47'09"W 91.17 C5 85"29'23" T47 N69"42'51"W 6.28 T48 N87"47'09"E 40l51 T49 N87"47'09"W 110.07 22.50 7l06 T51 S89016'550E 37.67 __ T52 NO2*12'51"W 2,82 T55 NO2"12'51"W 55l83 _ T56 N50*49'32"W 47,11 90*00,001, 35.34 22,50 22,50 T59 N0013'58"E 5.75 _ 67.50 CURVE DATA CURVE DELTA LENGTH RADIUS TANGENT C1 25*30'10" 19,94 45.00 10.14 C2 86013'26" 33.86 22.50 21.06 C5 85"29'23" 32.74 22.50 20,80 C7 34"50'22" t3.68 22.50 7l06 C13 90*00,001, 35.34 22,50 22,50 C15 50*11'38" 59.13 67.50 31.61 C16 41*01'48" 16.11 22.50 8,42 \\ % , "" I ,- ::: -, I l \ xz v� yl,a 45 4 ") j i '58 37 � 66 i ; I cm 51 " " ,,, . , i i I i (�) ! � I I PRIVATE DRA ,".", j � ? Y it 3 ;__I_L I ; ; I ! I ! ! I i EASEMEN I I ;i . k, - 6.70 \ D6$ z , li I i I j i I I i (tI i I 5-.1!,"T- -t-..�,-�",--,�-��--",��--��-�L,--,.,, �__"�_ . ,�-I'll�11-----,,ll-��..'�1-11,��--�.-� __.. --.---,-- I L-kt () - 8 X3 I-----,-- - -- - - --------- I 1 END P�G EN < I____,________, -,*---- 19 X3 --------" .Wt4S-T-RUC-TION-NOT-E-S----------------------------,-I 1---,,--------,------------,-,-------- ----------I , 1 $ CC F61 AVE / TENNIS CT ETTION BASIN I-- STORAGE VOLUME REQUIRED = 0.581 AC. FT. = 25,310 C.F. (D INSTALL 24 R.C.P. (D-1250) (D PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. E TION BASIN I STORAGE VOLUME PROVIDED = 0.681 AC. FT. = 29,665 C.F STORAGE VOLUME REQUIRED = 0.779 AC. Fr. = 33,940 C.F. co OUTSIDE TOP OF STRUCTURE = 21.10, FS=22.3± (�) INSTALL 18- R.C.P. (D-1250) @ PREFABRICATE AND INSTAH 14' WIDE P.C.U. ENDWALL STORAGE VOLUME PROVIDED = 0.994 AC. FT = 43,300 CY z BOTTOM OF BASIN, T.F. = 10.27 OUTSIDE TOP OF STRUCTURE = 24.60,FG=28.0± WATER SURFACE = 17.64 (�) @ PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL < 0 INSTALL MANHOLE PER CITY OF LA QUINTA STD. 341 @ INSTALL FOOTING FOR 14' WIDE P.C.U., AND ALL END WALLS WATER SUFACE = 20.06 0- (�) INSTALL CURB INLET CATCH BASIN NO. 1, PER 3'-O" WIDE X 2'-O" DEEP 11tt- CITY OF LA QUINTA STD. 300 @ INSTALL F001ING FOR 24' WIDE P.C.U. Y-ff WIDE X 2'-(f DEEP w (�) PREFABRICATE AND INSTALL 14' WIDE, 8' LONG P.C.U., WITH (s INSTALL FOOTING FOR 24' WIDE P.C.U. 4'-Cr WIDE X 2'-O" DEEP @ INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. - - MO MANHOLE BASE AND STORM DRAIN OPENING INSTALL BASIN SLAB AND DRYWELL FOR 24' WIDE P.C.U. LIJ @ INSTALL FOOTING FOR 24' WIDE P.C.U. 4'-Er WIDE X 2'-O" DEEP @ > 0 PREFABRICATE AND INSTALL 24' WIDE, 8' LONG P.C.U., WITH INSTALL FOOTING FOR 24' WIDE TANDEM P.C.U. 7'-6" WIDE X 2'-Cr @ INSTALL MANHOLE WITH FRAME AND PERFORATED COVER, INCLUDING 0 MANHOLE BASE AND STORM DRAIN OPENING GALVANIZED STEEL LADDER PER DETAIL ON SHEET 3 0- (�) PREFABRICATE AND INSTALL 14' WIDE, 8' LONG STANDARD P.C.U. I,. - - - j ___i;i!!!!!n =40' GRAPHIC SCALE UNDERGROUND UTILITIES PRIVATE ENGINEERING NOTE E DIRECTION OF: 78-900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA a: CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY I � %�Dv Es / DATE: Suite 208 a ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR / D La Quinta, CA 92253 TRACT NO. 32070 EXAMINED ARE INDICATED WITH ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE � . % D 0 K I C H 2 7- THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE . I �_ STANLEY C. MORSE EXP. DATE 9/3 Voice: 760-771-4013 TORM DRAIN IMPROVEMENT PLANS SHT.- CC CEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. 01 �i IA�Ego S C H FA 0 TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES INCLUDING 13AFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT - (D No. 2 596 m R.C.E. 20596 X: 760-771-4073 RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT PLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL 'j� Exp. 9-3 -05 rn APPROVED BY: MY OF LA QUINTA mdslaquintG@rndsconsulting.net PRIVATE STORM DRAINS 7 "tttttttttttt REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO * E N 0 1 N E E R S OF- _SHTS. 0) EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM CIVI MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE B 1E N C H M A R KPD-103-3-70 FD. 1 11/4� O.D.I.P. FILLED W/ CONIC. IN T LLI I (OP \ TIMOTHY R. JONASSON, P.E. DATE SCALE: PER PLAN �_ UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S PERFORMANCE OF WO , EXCEPTING LIABILITY ARISING I _9A_ `RK I - REVISIONS I I APP�R. DATE O.D. CONC. COLLAR DN. 0.6% 330' NORTH OF C.L. INT. OF NX 1/4 SECTION 9, T. 6 S., R, 7 E., S.B.B. & M. , RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. PUBLIC WORKS DIRECTOR/CITY ENGINEER . WASHINGTON STREEr & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 6) CONCERNED BEFORE STARTING WORK. I L DESIGNED BY: DRAWN BY: CHECKED B 6-R.C.E. NO. 45843 EXP. DATE 12-31-06 . DATE: JULY, 2004 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEEr 'TO AVOID NEGATIVE NUMBERS. ____ I FOR: RJT HOMES, LLC W.O. NO: z 1.\43910\IMPLANS\SD\SD\SD-02.dwa 7/12/05 3" DEEP w I L '14' 24' o ""-3C DIA. ACCESS CAST INTO PCU i AND MANHOLE BASE a BY PCU SUPPLIER 1' -0" WIDE GALVANIZED STEEL LADDER 1 112"018" STEEL RAILS & WALL BRACKETS I AND 314" DIA. RUNGS ® 1' -O" O.C. 8„I BY ONSITE CONTRACTOR 10" • r-► 8"- CONC. -Ll 1' -0" MIN. 4" SLAB 3" FS =TF a 4 [] 4' DIA. CONCRETE RIM ELEV. W/ 2' DIA. LIGHT DUTY SEE PLAN � I— PERFORATED MANHOLE COVER FOR ELEV (TG) - -i- - -- - BY ONSITE CONTRACTOR 4' -6" INCLUDING LADDER pop O PREFABRICATE AND INSTALL 14' WIDE, 8' LONG P.C.U., WITH er i FOR MANHOLE BASE `` MANHOLE --- _ - - - -- - - -- � - -- BY ONSITE _ � � CONTRACTOR I - i SEE SHT. 3 FOR INV. _ I PREFABRICATE AND INSTALL 24' WIDE, 8' LONG P.C.U., WITH I ' SCH. 40 PVC PIPE 3" DEEP w I L '14' 24' o ""-3C DIA. ACCESS CAST INTO PCU i AND MANHOLE BASE a BY PCU SUPPLIER 1' -0" WIDE GALVANIZED STEEL LADDER 1 112"018" STEEL RAILS & WALL BRACKETS I AND 314" DIA. RUNGS ® 1' -O" O.C. 8„I BY ONSITE CONTRACTOR 10" • r-► 8"- CONC. -Ll 1' -0" MIN. 4" SLAB 3" FS =TF a 4 [] EXISTING EARTH BASINS 12 14' n1 a ❑4 n5 13 24' 33 14 24' n 15 24' n5 D 16 24' ❑6 TANDEM WALL D WALL w V) 0 24' SPAN 14' SPAN FS DRY WELL SEE SECTION A -A BY ONSITE CONTRACTOR _TOP OF PCU SEE PLAN FOR ELEV .20' 10"-24' SPAN 8" -14' SPAN a d -4 4" CONC. 36" DIA. ACCESS - FOR STORM DRAIN BY PCU SUPPLIER VOID AROUND STORM DRAIN PIPE TO BE BLOCKED AND SEALED AFTER STORM DRAIN PIPE INSTALLATION FS =TF EXISTING EARTH BASINS [1 [fl �4 6 14' 13 24' D] 24' F5 24' [6 24' 14' 24' STANDARD PRECAST CONCRETE 8 9 UNIT (PCU) BY SUPPLIER KEYWAY CONSTRUCTION NOTES / SEE "TF" 3/8" TO 3/4" WASHED ROCK, ON TOP OF 4' -0" DIA. PIPE / 4' -6" FOR ELEV. pop O EXISTING EARTH BASINS 12 14' n1 a ❑4 n5 13 24' 33 14 24' n 15 24' n5 D 16 24' ❑6 TANDEM WALL D WALL w V) 0 24' SPAN 14' SPAN FS DRY WELL SEE SECTION A -A BY ONSITE CONTRACTOR _TOP OF PCU SEE PLAN FOR ELEV .20' 10"-24' SPAN 8" -14' SPAN a d -4 4" CONC. 36" DIA. ACCESS - FOR STORM DRAIN BY PCU SUPPLIER VOID AROUND STORM DRAIN PIPE TO BE BLOCKED AND SEALED AFTER STORM DRAIN PIPE INSTALLATION FS =TF EXISTING EARTH BASINS [1 [fl �4 6 14' 13 24' D] 24' F5 24' [6 24' 14' 24' STANDARD PRECAST CONCRETE 8 9 UNIT (PCU) BY SUPPLIER KEYWAY CONSTRUCTION NOTES / SEE "TF" 3/8" TO 3/4" WASHED ROCK, ON TOP OF 4' -0" DIA. PIPE / PLAN FOR ELEV. WRAPPED IN NON -WOVEN FILTER O PREFABRICATE AND INSTALL 14' WIDE, 8' LONG P.C.U., WITH / FOR MANHOLE BASE `` FABRIC PER S.S.P.W.C. SEC. 213 -2 MANHOLE BASE AND STORM DRAIN OPENING M.H. @ TOP DIA. PERFORATED SEE SHT. 3 FOR INV. 7� PREFABRICATE AND INSTALL 24' WIDE, 8' LONG P.C.U., WITH OF PCU SCH. 40 PVC PIPE 48" DIA PRECAST PERFOIRATED °' - MANHOLE BASE AND STORM DRAIN OPENING WITH DIA I 12" CONCRETE RING, HYDRO iCONDUIT U8 PREFABRICATE AND INSTALL 14' WIDE, 8' LONG STANDARD P.C.U. .. 4 -. WALL -- tJ9 PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. 24" 14' 2 10 PREFABRICATE AND INSTALL 14' WIDE P.C.U. ENDWALL l L / -, f PRECAST CONCRETE 6 7 �` INTERCONNECT 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL FS =TF =FG UNIT (PCU) BY SUPPLIER 20 12 INSTALL FOOTING FOR 14" WIDE P.C.U., AND ALL END WALLS L `� _- \� FS =TF =FG 3' -0" WIDE X 2' -0" DEEP < STORM DRAIN OPENING 13 INSTALL FOOTING FOR 24" WIDE P.C.U. 3' -6" WIDE X 2' -0" DEEP EARTHEN BASIN r < t . L ENCASE 48 DIA PIPE WIITH = 14 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -0" WIDE X 2' -(" DEEP BOTTOM, FG =TF j - _ ; k 318 TO 3/4 WASHED ROCK TG =FS /TF -0.20' 9" 15 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -6" WIDE X 2' -0" DEEP , < I - ; L <: FILTER FABRIC PER SSP4WC 16 INSTALL FOOTING FOR 24' WIDE TANDEM P.C.U. 7' -6" WIDE X 2' -0" DEEP N A A 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. 0 �� \ EARTHEN BASIN 18 INSTALL BASIN SLAB AND DRYWELL FOR 24' WIDE P.C.U. f BOTTOM, FG =TF 36' V) \ __ ___ \ i 4� DIA. DRYWELL \ - -- \ 8 DEEP BELOW a -10" 4" 1 Or 8"- 4 [--TANDEM BASIN —� � d 3' -0" 3' -6" 4' -0" 4' -6" 7' -6" TANDEM BASINS TENNIS COURT BASIN I I N c I 14' 24' SEE PLAN FOR ELEV r.! 4' WIDTH 8' 1,-O "j 4' BASIN BOTTOM / 36" DIA. OPENING �C`` -. - 3/8" TO 3/4" WASHED ROCK, ON TOP OF 4' -0" DIA. PIPE / CENTERED ON STRUCTURE \- WRAPPED IN NON -WOVEN FILTER / FOR MANHOLE BASE `` FABRIC PER S.S.P.W.C. SEC. 213 -2 THICKNESS SCH. 40 PVC PIPE ®1 DIA. PERFORATED SEE SHT. 3 FOR INV. 1 ' ` SCH. 40 PVC PIPE 48" DIA PRECAST PERFOIRATED °' - ENCASED WITH DIA I 12" CONCRETE RING, HYDRO iCONDUIT 3/8" TO ,. .. 4 m OR EQUAL WALL 24" 14' 2 _ THICKNESS l L / -, f PRECAST CONCRETE 6 7 �` INTERCONNECT 11-0, UNIT (PCU) BY SUPPLIER 20 MIN PIPE L WITH MANHOLE BASE AND + < STORM DRAIN OPENING <• - j r < t . L ENCASE 48 DIA PIPE WIITH 0 -6 L j - _ ; k 318 TO 3/4 WASHED ROCK WRAPPED IN NON- WOVEIN 0 8 <L (< = , < I - ; L <: FILTER FABRIC PER SSP4WC 4' WIDTH 8' 1,-O "j 4' BASIN BOTTOM 24" DIA. LIGHT DUTY C.B. RIM & GRATE CAST INTO 6" CONC. SLAB TOP OF SLAB ELEVATION = TF =FS �- -6" PRECAST CONC. SLAB Z" ON TOP OF 4' -0" DIA. PIPE w W/24" DIA. OPENING WALL PERFORATED 6" DIA. THICKNESS SCH. 40 PVC PIPE ®1 DIA. PERFORATED SEE SHT. 3 FOR INV. SCH. 40 PVC PIPE 2' -6" °' - ENCASED WITH DIA I 12" 12" 3/8" TO 3/4" WASHED BOTTOM OF PIPE ELEVATION m ROCK IN NON -WOVEN 24" FILTER FABRIC PER #4 BARS S.S.P.W.C. SEC. 213 -2 WET WELL INTERCONNECT 20 PIPE SECTION 24" DIA. LIGHT DUTY C.B. RIM & GRATE CAST INTO 6" CONC. SLAB TOP OF SLAB ELEVATION = TF =FS 4" CONC. FS =TF =FG FS =TF =FG --.WALL ......— ___._._._.._ i I I 24" R.C.P. INLET PIPE I I I 8' REINFORCED 10' HIGH X 14' OR 24' PRECAST CONCRETE UNIT (PCU) AS MANUFACTURED BY CON -SPAN BRIDGE SYSTEMS, OR EQUAL. 9' ® JEFFERSON STREET 12' @AVENUE 52 14' 24' BASIN SLAB PLAN @@- INCLUDING DRYWELL a Q VARIES PRIVATE i STORM I DRAIN I EASEMENT JEFFERSON STREET 15' LOTS KK & LL AVENUE 52 LOT EE J MANHOLE LOCATION AND PERIMETER WALL PER PLAN ° RIM ELEVATION PER PLAN I I II - — yy J SEC. 213 2 TO BE PLACED pal 'I-I p Ile w- - / f BETWEEN WASHED ROCK AND SOIL. 2% MIN < t G / 1 , < + L - ' .L < L r � - - , G• 4: L L w. ! ' 4, L FOOTINGS BY 36" DIA. ACCESS I - i _ FOR STORM DRAIN ON SITE CONTRACTOR , y - - -� 4 - -0 IJI_ 14' 24' PCU ENDWALL I < _ k • � f: BY SUPPLIER ' G 10 11 WALL THICKNESS l ` �,�, u� v �`y: .,1 j._ f ,•' �/ </ 8' '-14' PCU 10 " -24' PCU \ \ s / +, , G• 12 FOOTING BY ` ONSITE\ 14' 24' 24' 24' 24' CONTRACTOR f FOOTINGS BY 12 13 14 15 16 ON SITE CONTRACTOR UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 1tl��Ce3i;fXi =� �I 7157i,�1'il DRYWELL r J_j__1 _ ' p cm SECTION A- A 17 18 , ___J PCU 8 9 ; c TORM SEE PLAN FOR - LOCATION \ r - , _ -, (DRAIN PIPE LyJ d I z PROPOSED 8' MEANDERING SIDEWALK <' o I -'I 5' MINIMUM U 5, I Q MIN (- FOOTING WIDTH PER * 36" x 36" EQUALIZATION , _ i -^ _ STRUCTURAL (CALCULATION OPENING BETWEEN BASINS { IT 1={ M.• y JA 1 1 1 = =1 11 =1 I_ I hl 11 =1 I f -,:III I I( =1 V I I I ICI k I =1 l �. s _ —�! 1 =i f I �I I Z IN END PCU's, CENTERED =1 \ I -i I I -1 11= ;1 111 i 1 1 I i -f \ I- -III -f 11- I I 1 =1 { { -1 \ I - -I ► I i i - - I i I -I 11 =�1= -' j�' 1 i� I I I_I (_�_► l I I 1 ON PCU. BOTTOM OF -I 1 I -f l [ -(I I- III - -I f 1 =1 I 1 =1 11= Ri�\I if= i i lei i f-1 (1 =1 I f 11 I �1 I Imo! 1=Ti fI I I =1 i.l =f f I- J OPENING 6" ABOVE BOTTOM► I- OF PCU. SECTION @ RETENTION BASIN FOOTING WIDTH PER z 6 STRUCTURAL CALCULATION LL! 12 99@@ W TYPICAL SECTION @ JEFFERSON & AVENUE 52 0 NOT TO SCALE idle Z 'aC PREPARED UNDER THE DIRECTION OF: M 0 R S E 78 -900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA � Q�OFESS /pN DATE: Suite ta, TRACT NO. 32070 In 9�F D 0 K I C H La Quinta, CA 92253 3 �� STANLEY C. MORSE EXP. DATE 9 30 05 Voice: 760 -771 -4013 STORM DRAIN IMPROVEMENT PLANS SHT. 20596 r" , R.C.E. 20596 S C H U L T Z FAX: 760 - 771 -4073 0 u� rn mdslaquintG@mdsconsulting.net �* Exp. 9 -30 -05 * APPROVED BY: CITY OF LA QUINTA PRIVATE STORM DRAINS of sHTS. P L A N N E R S E N G I N E E R S S U R V E Y O R S DETAILS AND SECTIONS IL] F � CAL�FO� BENCH M A R KPD- 103 -3 -7U FD. 1 1/4" O.D.LP. FILLED W/ CONC. IN 5° TIMOTHY R. JONASSON, P.E. DATE SCALE: PER PLAN i� E PUBLIC WORKS DIRECTOR CITY ENGINEER O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. TNT. OF N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. � / DATE: JULY, 2004 WASHINGTON STREET' & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 0) R.C.E. NO. 45843 EXP. DATE 12 -31 -06 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. FOR: RJT HOMES, LLC W.O. No: O I: \43910 \IMPLANS \SD \SD \SD- 03.dwo 7/12/05 CHECKED BY: �- -6" PRECAST CONC. SLAB ON TOP OF 4' -0" DIA. PIPE W/24" DIA. OPENING WALL PERFORATED 6" DIA. THICKNESS SCH. 40 PVC PIPE ®1 SEE SHT. 3 FOR INV. MIN TOP OF NON -WOVEN 2' -6" FILTER FABRIC AT RING BOTTOM, w DIA I SEE PROFILE FOR BOTTOM OF PIPE ELEVATION m :. :::. . , MIN 0 -8" #4 BARS NON-WOVEN FABRIC 4" CONC. FS =TF =FG FS =TF =FG --.WALL ......— ___._._._.._ i I I 24" R.C.P. INLET PIPE I I I 8' REINFORCED 10' HIGH X 14' OR 24' PRECAST CONCRETE UNIT (PCU) AS MANUFACTURED BY CON -SPAN BRIDGE SYSTEMS, OR EQUAL. 9' ® JEFFERSON STREET 12' @AVENUE 52 14' 24' BASIN SLAB PLAN @@- INCLUDING DRYWELL a Q VARIES PRIVATE i STORM I DRAIN I EASEMENT JEFFERSON STREET 15' LOTS KK & LL AVENUE 52 LOT EE J MANHOLE LOCATION AND PERIMETER WALL PER PLAN ° RIM ELEVATION PER PLAN I I II - — yy J SEC. 213 2 TO BE PLACED pal 'I-I p Ile w- - / f BETWEEN WASHED ROCK AND SOIL. 2% MIN < t G / 1 , < + L - ' .L < L r � - - , G• 4: L L w. ! ' 4, L FOOTINGS BY 36" DIA. ACCESS I - i _ FOR STORM DRAIN ON SITE CONTRACTOR , y - - -� 4 - -0 IJI_ 14' 24' PCU ENDWALL I < _ k • � f: BY SUPPLIER ' G 10 11 WALL THICKNESS l ` �,�, u� v �`y: .,1 j._ f ,•' �/ </ 8' '-14' PCU 10 " -24' PCU \ \ s / +, , G• 12 FOOTING BY ` ONSITE\ 14' 24' 24' 24' 24' CONTRACTOR f FOOTINGS BY 12 13 14 15 16 ON SITE CONTRACTOR UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 1tl��Ce3i;fXi =� �I 7157i,�1'il DRYWELL r J_j__1 _ ' p cm SECTION A- A 17 18 , ___J PCU 8 9 ; c TORM SEE PLAN FOR - LOCATION \ r - , _ -, (DRAIN PIPE LyJ d I z PROPOSED 8' MEANDERING SIDEWALK <' o I -'I 5' MINIMUM U 5, I Q MIN (- FOOTING WIDTH PER * 36" x 36" EQUALIZATION , _ i -^ _ STRUCTURAL (CALCULATION OPENING BETWEEN BASINS { IT 1={ M.• y JA 1 1 1 = =1 11 =1 I_ I hl 11 =1 I f -,:III I I( =1 V I I I ICI k I =1 l �. s _ —�! 1 =i f I �I I Z IN END PCU's, CENTERED =1 \ I -i I I -1 11= ;1 111 i 1 1 I i -f \ I- -III -f 11- I I 1 =1 { { -1 \ I - -I ► I i i - - I i I -I 11 =�1= -' j�' 1 i� I I I_I (_�_► l I I 1 ON PCU. BOTTOM OF -I 1 I -f l [ -(I I- III - -I f 1 =1 I 1 =1 11= Ri�\I if= i i lei i f-1 (1 =1 I f 11 I �1 I Imo! 1=Ti fI I I =1 i.l =f f I- J OPENING 6" ABOVE BOTTOM► I- OF PCU. SECTION @ RETENTION BASIN FOOTING WIDTH PER z 6 STRUCTURAL CALCULATION LL! 12 99@@ W TYPICAL SECTION @ JEFFERSON & AVENUE 52 0 NOT TO SCALE idle Z 'aC PREPARED UNDER THE DIRECTION OF: M 0 R S E 78 -900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA � Q�OFESS /pN DATE: Suite ta, TRACT NO. 32070 In 9�F D 0 K I C H La Quinta, CA 92253 3 �� STANLEY C. MORSE EXP. DATE 9 30 05 Voice: 760 -771 -4013 STORM DRAIN IMPROVEMENT PLANS SHT. 20596 r" , R.C.E. 20596 S C H U L T Z FAX: 760 - 771 -4073 0 u� rn mdslaquintG@mdsconsulting.net �* Exp. 9 -30 -05 * APPROVED BY: CITY OF LA QUINTA PRIVATE STORM DRAINS of sHTS. P L A N N E R S E N G I N E E R S S U R V E Y O R S DETAILS AND SECTIONS IL] F � CAL�FO� BENCH M A R KPD- 103 -3 -7U FD. 1 1/4" O.D.LP. FILLED W/ CONC. IN 5° TIMOTHY R. JONASSON, P.E. DATE SCALE: PER PLAN i� E PUBLIC WORKS DIRECTOR CITY ENGINEER O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. TNT. OF N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. � / DATE: JULY, 2004 WASHINGTON STREET' & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 0) R.C.E. NO. 45843 EXP. DATE 12 -31 -06 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. FOR: RJT HOMES, LLC W.O. No: O I: \43910 \IMPLANS \SD \SD \SD- 03.dwo 7/12/05 CHECKED BY: F O m STORM DRAM; LINEq E -7 \SEEIISHT. 2 f 10 12 - - - - -f °o EXIST CURB - LO m 84' rn 29%V Z W Lr7 W m L'i - O 48' F. 0 ® -- -00 86,' 17 CNj 13.46 RIM \ 12 8 INV 9.36 INV: \`\, 12 14 IN\ 13.66 BOTTOM BASIN 13.46 LL w W tY m W W n. w J _ Z tL ¢ Z 8.62 INV. S U FINISH GRADE 8.54 INV. N z =, 19 ' CHAM MANHOLE CONE - MODIFIED FLAT BOTTOM. �` f- J O !� _ f- rn ¢ J t� ¢ ?z= L .82 5,•• a Aa BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. 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' NV Lie. 0035350 A8°NLie. 90504 GF04 O 13 6 "O 11 8. MIN. WO DRILLED SHAFT. 9.36 INV /,> 9.46 79 N Z °' C M U-) m 1112 `� -• \ 0\\ 14 9 - Lz' O 1 . 6' FLOOR PLAN BASIN 0 1 " =20' 21 FINISHI GRADE 27.00 TY RIM - - 4. D t. v v - 13.66 BOTTOM BASIN 13.46 CL Ck RIM 21 ' CHAM . SEPAIATI4N1. _' ' 6 23 1 21 16 17 3 24 "0 19 5 1$ y- - .4 ... 2' :;. IY - 1-- °•8:95;,`.: H i w - w� w - m o - 23 a w N � z a > - z -2. N z -0 10 - 9.26 =S- -- 5 N D O ..: 7.75 = INV. N Z _ \/F 8 F ° 22 / 9.16 t w w r Y INV. io } W > _1 C9 7 Y OUT Manufactured and Ulnstalled by 9 m m 0r z z= < TORRENT RE83OURCES r ZQ 12 An evolution of McG;;uckin Drilling 0 wwwtorrentresources.com i _ 10 U w 1.97 a U) BOTTOM / ARIZONA 6021268 -0785 \ Q Z O \ , NEVADA 70W66 -1234 �� J J Z 8`/ r CALIFORNIA 6611947 -8836 h\ ., 13 0 O 20 13 6 "0 11 :� 12 w \ 0 ITEM NUMBERS d I N BASIN BOTTOM 13.66 40 L.F. 0 0.0050 21 9.26 56' IN N za> 8.42 U N �\ o r 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. �` f- 2. 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N Z _ \/F 8 F ° 22 / 9.16 t w w r Y INV. io } W > _1 C9 7 Y OUT Manufactured and Ulnstalled by 9 m m 0r z z= < TORRENT RE83OURCES r ZQ 12 An evolution of McG;;uckin Drilling 0 wwwtorrentresources.com i _ 10 U w 1.97 a U) BOTTOM / ARIZONA 6021268 -0785 \ Q Z O \ , NEVADA 70W66 -1234 �� J J Z 8`/ r CALIFORNIA 6611947 -8836 h\ ., 13 0 O 20 13 6 "0 11 :� 12 w \ 0 The MaxWeIITM Plus Drainage System Detail And Specifications BASIN [_11 20 10 u 20 40 60 SCALE 1"=20' UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 26.00 8.45 L� [ H L 8 w W � L m 10 00 v i n � 7 a i 7 i a FLOOR PLAN BASIN 0 14.17 BOTTOM BASIN 13.97 Liu ITEM NUMBERS t a -0.00 maw Q za> 8.42 U N �\ o r 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. �` f- 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, !� _ f- OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. f Q z EL 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST o IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM 0 ELEVATION ±0.02' OF PLANS. E-2-77'] CHAM 4. GRADED BASIN OR PAVING (BY OTHERS). tW- ay ¢ 21 17 6 5. COMPACTED BASE MATERIAL (BY OTHERS). S 13 w 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH \ �{ 23 VENTED ANTI - SIPHON AND INTERNAL ,265" MAX. SWO FLATTENED \ EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY \ 7.59 COATED. \ \ \ AZ Lie. R00070465 A. R00047067 134, ADWR363 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Lie. 0035350 A8°NLie. 90504 GF04 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 -T "Trademark 1974, 1990, 2004 8. MIN. WO DRILLED SHAFT. _j 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY io 8 COATED. 0 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. /ti SEAL. CAPACITY. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 9 SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING mQ OR BREAKAGE. DIAMETER AS NOTED. 19, VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN www.torrentresources.com t WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST CAP. COMPLEMENT SOIL CONDITIONS. Q /� 10 W U ` 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. OVERFLOW. 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS. THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN /\ of LANDSCAPED AREAS. The MaxWeIITM Plus Drainage System Detail And Specifications BASIN [_11 20 10 u 20 40 60 SCALE 1"=20' UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 26.00 8.45 L� [ H L 8 w W � L m 10 00 v i n � 7 a i 7 i a FLOOR PLAN BASIN 0 14.17 BOTTOM BASIN 13.97 Liu I- m maw Q za> 8.42 U INV. N Z RIM N f- z w Q z 1.97 D- 21 8 ITEM NUMBERS �% w` � : \' z �\ a -1.00 ITEM NUMBERS nw 0.95 CV /\ 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. !\ w 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. L" 2. STABILIZED BACKFILL - 1 SACK SLURRY REQUIRED UNDER PAVEMENT, a = 2. STABILIZED BACKFILL - 1 SACK SLURRY REQUIRED UNDER PAVEMENT, \ �, § OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. ~a OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. F w a 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST </1 0 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST 1; 0 IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 /; J ¢ IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ` BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH \ a / MORTAR. RIM ELEVATION 10.02' OF PLANS. o ELEVATION _. . /1 4. GRADED BASIN OR PAVING (BY OTHERS). 14 * ' • Q 4. GRADED BASIN OR PAVING (BY OTHERS). 14 `t 5. COMPACTED BASE MATERIAL (BY OTHERS). - 13 h l w 5. COMPACTED BASE MATERIAL (BY OTHERS). I= w 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH \ VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED {� VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY / EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. COATED. \ „ /�. \ ,\ AZ Lie. R0007MS A. R00047067 B-4, ADWR 363 AZ Lie. R=70465 A R00047067 &4, AUWR 383 CA U0. 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Liu. 0035350 A�NG-42, c. 90504 GFO4 CA LIQ 528080, CA2, HAZ 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV U0. )0 35350 A - NM Lie. 90504 GFG4 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - T "Tradema k 1974, 1990, 2004 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - T "Tademark 1974, 1990, 2004 8. MIN. WO DRILLED SHAFT. 8. MIN. 6'0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABiSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. CONSTRUCTION NOTES 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. 0 SEAL. CAIPACITY. II` SEAL. CAPACITY. O 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. COINNECTOR PIPE - 4" 0 SCH. 40 PVC . O PREFABRICATE AND INSTALL 14' WIDE, 8' LONG STANDARD P.C.U. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC . N SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING M OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI- SIPHON INTAKE WITH FLOW REGULATOR. O 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTI'AKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN WITCH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END , WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END z 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -112" TO BEST CAIP. 1 O PREFABRICATE AND INSTALL 14 WIDE P.C.U. ENDWALL 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST CAP. COMPLEMENT SOIL CONDITIONS. COMPLEMENT SOIL CONDITIONS. 21. FREEEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRI.IMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO O 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAUNTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. OVERFLOW. 12 INSTALL FOOTING FOR 14 7 WIDE P.C.U., AND ALL END WALLS LENGTH WITH TRI -B COUPLER, OVERFLOW. � 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OP 3' -0" WIDE X 2' -0" DEEP OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS. TH /AN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 13 INSTALL FOOTING FOR 247 WIDE P.C.U. 3' -6" WIDE X 2' -0" DEEP SOILS. THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST , n , 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST z CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN 14 INSTALL FOOTING FOR 24 WIDE P.C.U. 4'-0" WIDE X 2'-Cr DEEP CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN `C LANDSCAPED AREAS. LANDSCAPED AREAS. _J 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. a 20 INSTALL 6" DIA. PERFORATED P.V.C. PIPE, ROCK ENCASED Z PER DETAIL ON SHT. 3 w The MaxWeIITM Plus Drainage System Detail And Specifications 21 INSTALL "MAXWELL PLUS" DRAINAGE SYSTEM PER DETAIL ON SHTS. 4 & 5 The MaxWeIITM Plus Drainage System Detail And Specifications 2 w BASIN [21 BASIN 3 0 I: a 2 _Z Q PREPARED UNDER THE DIRECTION OF: M 0 R S E 78 -900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA cc Q�Of ESS�oN DATE: D Suite TRACT NO. 32070 ° C. 9�F D 0 K I C H La Quintsta, , CA 92253 0 STANLEY C. MORSE EXP. DATE 9/30705 Voice: 760 - 771 -4013 TORM DRAIN IMPROVEMENT PLANS HT. 4 No. 20596 �" ,Zn R.C.E. 20596 S C H U L T Z FAX: 760- 771 -4073 NS 0 mdsla uintu@mdsconsultin .net cL* Exp. 9 -30 -05 * APPROVED BY: CITY OF LA QUINTA PRIVATE STORM DRAINS of / SHTS. to `i'I9J CIVIL ��Q PLAN N E R S EN G I N E E R S S R V E Y 0 R S F CAL�F TIMOTHY R B E N C H M A R KPD- 103 -3 -70 FD. 1 1/4" O.D.I.P. FILLED W/ CONC. IN 5" w R. JONASSON, P.E. DATE SCALE: PER PLAN I� MARK REVISIONS APPR. DATE O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. INT. OF N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. PUBLIC WORKS DIRECTOR /CITY ENGINEER WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 1 0) DESIGNED BY: DRAWN BY: CHECKED BY: R.C.E. NO. 45843 EXP. DATE 12 -31 -06 DATE: JULY, 2004 CONTOUR DATUM IS SEA LEYEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. FOR: RJT HOMES, LLC W.O. NO: z I: \43910 \IMPLANS \SD \SD \S5- 04.dwa 7/12/05 FINISH GRADE 3 24 70 26.05 RIM 21 SERtaRA4TIt7N E-2-77'] CHAM 17 3 19 5 ; 1g -" :4 21 17 6 r - - T-8 _ 4 v. t►J : 23 7.59 H - X D 8.32 f ?c I-- _j r INV. io 8 w 0 \s OUT Manufactured and Installed by /ti w TORRENT RESOURCES 4 T_ 9 Q m mQ An evolution of McGuckin Drilling \ w p ? W www.torrentresources.com t x _ 0 i ARIZONA 6021268-0785 NEVADA 7021366 -1234 Q /� 10 W U ` w 0. J W Z O 0 CALIFORNIA 661/947 -9836 U IX 7 /\ of O ?0 13 , 6 "0 0 \ 13 0 I- 11 12 E ITEM NUMBERS �% w` � : \' z �\ a -1.00 ITEM NUMBERS nw 0.95 CV /\ 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. !\ w 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. L" 2. STABILIZED BACKFILL - 1 SACK SLURRY REQUIRED UNDER PAVEMENT, a = 2. STABILIZED BACKFILL - 1 SACK SLURRY REQUIRED UNDER PAVEMENT, \ �, § OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. ~a OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. F w a 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST </1 0 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST 1; 0 IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 /; J ¢ IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ` BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH \ a / MORTAR. RIM ELEVATION 10.02' OF PLANS. o ELEVATION _. . /1 4. GRADED BASIN OR PAVING (BY OTHERS). 14 * ' • Q 4. GRADED BASIN OR PAVING (BY OTHERS). 14 `t 5. COMPACTED BASE MATERIAL (BY OTHERS). - 13 h l w 5. COMPACTED BASE MATERIAL (BY OTHERS). I= w 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH \ VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED {� VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY / EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. COATED. \ „ /�. \ ,\ AZ Lie. R0007MS A. R00047067 B-4, ADWR 363 AZ Lie. R=70465 A R00047067 &4, AUWR 383 CA U0. 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Liu. 0035350 A�NG-42, c. 90504 GFO4 CA LIQ 528080, CA2, HAZ 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV U0. )0 35350 A - NM Lie. 90504 GFG4 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - T "Tradema k 1974, 1990, 2004 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - T "Tademark 1974, 1990, 2004 8. MIN. WO DRILLED SHAFT. 8. MIN. 6'0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABiSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. CONSTRUCTION NOTES 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. 0 SEAL. CAIPACITY. II` SEAL. CAPACITY. O 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. COINNECTOR PIPE - 4" 0 SCH. 40 PVC . O PREFABRICATE AND INSTALL 14' WIDE, 8' LONG STANDARD P.C.U. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC . N SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING M OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI- SIPHON INTAKE WITH FLOW REGULATOR. O 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTI'AKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN WITCH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END , WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END z 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -112" TO BEST CAIP. 1 O PREFABRICATE AND INSTALL 14 WIDE P.C.U. ENDWALL 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST CAP. COMPLEMENT SOIL CONDITIONS. COMPLEMENT SOIL CONDITIONS. 21. FREEEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRI.IMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO O 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAUNTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. OVERFLOW. 12 INSTALL FOOTING FOR 14 7 WIDE P.C.U., AND ALL END WALLS LENGTH WITH TRI -B COUPLER, OVERFLOW. � 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OP 3' -0" WIDE X 2' -0" DEEP OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS. TH /AN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 13 INSTALL FOOTING FOR 247 WIDE P.C.U. 3' -6" WIDE X 2' -0" DEEP SOILS. THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST , n , 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST z CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN 14 INSTALL FOOTING FOR 24 WIDE P.C.U. 4'-0" WIDE X 2'-Cr DEEP CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN `C LANDSCAPED AREAS. LANDSCAPED AREAS. _J 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. a 20 INSTALL 6" DIA. PERFORATED P.V.C. PIPE, ROCK ENCASED Z PER DETAIL ON SHT. 3 w The MaxWeIITM Plus Drainage System Detail And Specifications 21 INSTALL "MAXWELL PLUS" DRAINAGE SYSTEM PER DETAIL ON SHTS. 4 & 5 The MaxWeIITM Plus Drainage System Detail And Specifications 2 w BASIN [21 BASIN 3 0 I: a 2 _Z Q PREPARED UNDER THE DIRECTION OF: M 0 R S E 78 -900 Avenue 47 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA cc Q�Of ESS�oN DATE: D Suite TRACT NO. 32070 ° C. 9�F D 0 K I C H La Quintsta, , CA 92253 0 STANLEY C. MORSE EXP. DATE 9/30705 Voice: 760 - 771 -4013 TORM DRAIN IMPROVEMENT PLANS HT. 4 No. 20596 �" ,Zn R.C.E. 20596 S C H U L T Z FAX: 760- 771 -4073 NS 0 mdsla uintu@mdsconsultin .net cL* Exp. 9 -30 -05 * APPROVED BY: CITY OF LA QUINTA PRIVATE STORM DRAINS of / SHTS. to `i'I9J CIVIL ��Q PLAN N E R S EN G I N E E R S S R V E Y 0 R S F CAL�F TIMOTHY R B E N C H M A R KPD- 103 -3 -70 FD. 1 1/4" O.D.I.P. FILLED W/ CONC. IN 5" w R. JONASSON, P.E. DATE SCALE: PER PLAN I� MARK REVISIONS APPR. DATE O.D. CONC. COLLAR DN. 0.6', 330' NORTH OF C.L. INT. OF N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. PUBLIC WORKS DIRECTOR /CITY ENGINEER WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 1 0) DESIGNED BY: DRAWN BY: CHECKED BY: R.C.E. NO. 45843 EXP. DATE 12 -31 -06 DATE: JULY, 2004 CONTOUR DATUM IS SEA LEYEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. FOR: RJT HOMES, LLC W.O. NO: z I: \43910 \IMPLANS \SD \SD \S5- 04.dwa 7/12/05 r JEFFERSON ST eN \ I 72' 52 L.F. ®0.0050 � 10 12 I - BASIN BOTTOM 14.26 20 72' s` d p V a to w Nit LOT CC \ , f.- -.-�- 108 ' ' °R °11N. SEE SHT. 2 + 7 10.06 INV Cti -J FLOOR PLAN BASIN [4] r =zo The MaxWelll-" Plus Drainage System Detail And Specifications BASIN ® CD - l UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 17 28.40 CD LOT LL � a LO - -- rz_��' CD °- 9.52 r 01 \ 0 21� �'a INV __ - 1 20 +� + ES d LINE ! 9.70 n o INV 12 8 eN \ I 72' 52 L.F. ®0.0050 � 10 12 I - BASIN BOTTOM 14.26 20 72' s` d p V a to w Nit LOT CC \ , f.- -.-�- 108 ' ' °R °11N. SEE SHT. 2 + 7 10.06 INV Cti -J FLOOR PLAN BASIN [4] r =zo i 2 0 a° a b ° a 9 b U a tI a n b a b a b u a b n ❑Q ° b o� 0 0 CV n The MaxWelll-" Plus Drainage System Detail And Specifications BASIN ® FINISH GRADE - l UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 17 28.40 \ , PREPARED UNDER THE DIRECTION OF: DATE: 7L 26 - -- rz_��' - STORM -- DRAIN EE SHT. 2 r 01 \ 0 21� �'a -�_ __ - 1 20 +� d �o o o INV 1 25 - -g M� �s- ES'MT LINE -y_ - _ 1 \ ► wco �. ar==� T 9.5/7 _ APPROVED BY: CITY OF LA QUINTA TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. DATE 12 -31 -06 .._.• � �11 � 9 16 0 14.06 CD - 1 0 12 9 ¢ ES'MT LINE 13 DATE O DATE: JULY, 2004 128' 9.57 / CD J o -- -48.95 0 INV N _ - =- I 6z 10 12 I 1 } 124 L.F. ®0.0050 BASIN BOTTOM 13.77 !NV IN95 21 11 L.F.® 0.010 0 0 124 L.F. @ 0.0050 - BASIN BOTTOM 13.77 12a 11 13 10.27�T 0 6.25 � 6.27 6.25 W 21 IV - ._o 1. 98 :�An2 - RAM t M' 12_.9 �2 m w za> z a - - -�_ -� 171 - - s- :, "i _ .AVENUE 52 o: i 2 0 a° a b ° a 9 b U a tI a n b a b a b u a b n ❑Q ° b o� 0 0 CV n The MaxWelll-" Plus Drainage System Detail And Specifications BASIN ® FINISH GRADE 3 24 "fd UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 17 28.40 �OVESS /0 ��p �� C 41, '� O �J, �' No. 20596 1" ,z Exp. 9 -30 -05 * J19T CIVIL �\Q FOF CAL. � PREPARED UNDER THE DIRECTION OF: DATE: M 0 R S E 78 -900 Avenue 47 Suite 208 ~ D 0 K I C H La Quinta, CA 92253 Voice: 760 -771 -4013 S C H U L T Z FAX: 760- 771 -4073 mdsla uintuUmdsconsultin .net RIM SHT.."` OF SHTS. 6.07 0 U') 5.88 6.07 0 6.7 INV 1 INV INV o IN 14.26 BOTTOM BASIN APPROVED BY: CITY OF LA QUINTA TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. DATE 12 -31 -06 P L A N N E R S E N G I N E E R S S U R V E Y O R S o� 9 16 0 14.06 CD SCALE: PER PLAN 0 MARK 9 16 APPIR. DATE O DATE: JULY, 2004 RIM 21 ' CHAM CD J o o 0 17 3 24 "fd 19 5 _ - =- 8 -,:_ 4.: ,y v.; 1 21 17 6 0 BASIN BOTTOM 10.27�T 0 6.25 � 6.27 6.25 W r w ct - INV 24' INV m w za> z a - - s- :, "i _ o: 9.80 1 G' H ❑ INV. z �zTiZ�� \ ti 7.59 22 j/ \. 9.70 8 H U) Lu ° m o Z W 7 \' OUT Manufactured and Installed by \ F r a W ¢ ?- x y TORRENT RESOURCES x 9 L m An McGuckin W \ o 12 r4 evolution of Drilling \ 0 www.torrentresources.com t �\ 10 O U w 4.06 BOTTOM / \� ARIZONA 602/268-0785 �� O / W C7 d • ,� NEVADA 7021366 -1234 -1234 \ J \ O z O CALIFORNIA 6611947 -9836 UL j o \, z z O 20 13 D1 6 11 � o ° 13 /' 12 w Q ITEM NUMBERS z 1.40 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. x 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, _ OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. a 3, BOLTED RING ✓3< GRATE /COVER - DIAMETER AS SHOWN. CLEAN CAST w m IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 x BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ; /j O ELEVATION ±0.02' OF PLANS. F 4. GRADED BASIN OR PAVING (BY OTHERS). 14 - / q 5. COMPACTED BASE MATERIAL (BY OTHERS). 13 w 6. PUREFLOTU DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. v� �� •� AZ Liu R000704M A. R00047067 B -0, ADWR 363 7. PRE-CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Lue. 00353502Aeo -80NM Uc. 9004 OF04 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. PataM No. 4,923,336 - TMTMdeMk 1974, 1990, 2004 8. MIN. 6'0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. SEAL. CAPACITY. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 19, VENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST CAP. COMPLEMENT SOIL CONDITIONS. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTm DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. OVERFLOW. 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS, THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. i 2 0 a° a b ° a 9 b U a tI a n b a b a b u a b n ❑Q ° b o� 0 0 CV n <'1�_ °b `^•4.4 as ` � j °aa „b 11 12 1 1 Ub �°0 i I 31.51' LOT 143 FLOOR PLAN BASIN 0 FLOOR PLAN BASIN 6 �C 1 „ =20' 1 " =20' 21 21 FINISH GRADE 3 24'Y6 FINISH GRADE 3 24 "ld 26.60 21.88 RIM RIM Y . 13.77 BOTTOM BASIN 10.27 BOTTOM BASIN 13.57 :::. - >_ : ':,' -. 10.07 - RIM 15 CHAM - El 1,.-qE0ARAt'idrq. RIM 30 CHAM E 'SEP.A PAT ION - =`'' 23 17 3 24 "0 19 21 17 6 17 3 24 "0 19 5 _,, 18 . ' -. 21 17 g u 23 1 21 16 4 r r - - r w Al� w o' w w m aw �4- s- - w 23 _ a W > a - \ - 2. - � a > _ - z - r ¢ z 8.950 0 1 �'. `r' >C 6.07 U �S= 0:OT0• _ _:.I� � - H INV. z ! " /� 7.59 ❑ INV. Z %% l ?7°% ./ '� 7.59 ❑ r 22 _ 8.95 f `T J O \ $ .1 0 �22 y 5.78 y /' x w w r I- INV. io r w O ~ w r / INV. \ in \ 8 a O rn Ywx OUT < o w yl x _ w m ¢ - 2 co 7 Manufactured amid Installed by \ \ w y r to ¢ Lu C7 co 7 OUT Manufactured and Installed by \ Li w ? z "� TORRENT REESOURCES _ \` 9 w m > I z w y t- > x <_ x \� An evolution of MlcGuckin Drilling 9 p 00 w a z - x TORRENT RESOURCES 9 ¢ m m 12 y/ g �y w z ¢ 12 Y \ An evolution of McGuckin Drilling w ❑ L wwwAorrentresources.cc \\ x _ 3,57 D `y 0 10 8 U w a \ www•torrentresources.com x_ _ ` ARIZONA 602/268 -0785 �\ O W �, EL 0.07 �j .' BOTTOM / �< NEVADA 7 0213 6 6 - 1 2 34 ( 0 `- /� O Z O \`� ARIZONA 602/266 -0785 �\ C) 10 3 U W t 8 CALIFORNIA 6611947 -9836 \ / 7 J Z BOTTOM �// �� NEVADA 7028366.1234 _j /� w U' d 2 CALIFORNIA 6611947 -9836 u_ i 7 O O 20 13 6 a0 ;C 13 rn r 20 13 r O �\ 13 w 0 6 0 ° 12 z ° C 12 Lu ITEM NUMBERS ww -1,43 E] ITEM NUMBERS X ° �< W 4.93 CV b BOTTOM " a 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. �` x 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. \ � 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, \ /� 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. a OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. a n H 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST yl- o w 3. BOLTED RING $ GRATE /COVER - DIAMETER AS SHOWN. CLEAN CAST A IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM \ /� BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ELEVATION ±0.02' OF PLANS. r ELEVATION ±0.02' OF PLANS. I- 14 f /� w fj o 4. GRADED BASIN OR PAVING (BY OTHERS). ;� ¢ 4. GRADED BASIN OR PAVING (BY OTHERS). 14 a 5. COMPACTED BASE MATERIAL (BY OTHERS). 13 `/, _ w 5. COMPACTED BASE MATERIAL (BY OTHERS). 13 /\ uri 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH Y Tnr w / 6. PUREFLO DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED - VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. CONSTRUCTION NOTES EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY \/ . C tC r< . COATED. AZ Uc. ROCUM65 A. R00047067 &d, A01VR363 AZ Ua R00070465 A, R00047067 &4, ADWR 363 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV U, 0035350 A�NM L a 90504 GF04 CA Ui . 526080, C-42, HAZ 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Uc. 0035350 A - NM Llc. 90504 GF04 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Pat.4 N.. 4,923,330 -'TWd k 1974, 1990, 2064 �8 PREFABRICATE AND INSTALL 14' WIDE 8' LONG STANDARD P.C.U. HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - 'Tredemark 1974, 1990, 2004 8. MIN. 6'0 DRILLED SHAFT. O PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. 8. MIN. 6' 0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 1O PREFABRICATE AND INSTALL 14' WIDE P.C.U. ENDWALL COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. /ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. SEAL. CAPACITY. 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL SEAL. CAPACITY. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. 12 SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING INSTALL FOOTING FOR 14" WIDE P.C.U., AND ALL END WALLS SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 19. WENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR. 3' -0" WIDE X 2' -0" DEEP OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. (INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN j 3 WVITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END INSTALL FOOTING FOR 24" WIDE P.C.U. 3' -6" WIDE X 2' -0" DEEP 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN ❑ 13. ROCK -CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1l2" TO BEST CAP. INSTALL 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END 15 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -6" WIDE X 2' -0" DEEP 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST CAP. COMPLEMENT 501E CONDITIONS. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE COMPLEMENT SOIL CONDITIONS. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL KMAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE O SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. (OVERFLOW. 2O INSTALL 6" DIA. PERFORATED P.V.C. PIPE, ROCK ENCASED LENGTH WITH TRI -B COUPLER. OVERFLOW. 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. (OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER PER DETAIL ON SHT. 3 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS. (THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. " SOILS. THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 21 INSTALL MAXWELL PLUS" DRAINAGE SYSTEM PER DETAIL ON SHTS. 4 & 5 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. PMOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. LANDSCAPED AREAS. The MaxWeIITM Plus Drainage System Detail And Specifications 20 10 0 20 40 60 BASIN [4] ii!= 1 SCALE 1"=20' The MaxWelll-" Plus Drainage System Detail And Specifications BASIN ® The MaxWeIITM Plus Drainage System Detail And Specifications BASIN 6 UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 17 �OVESS /0 ��p �� C 41, '� O �J, �' No. 20596 1" ,z Exp. 9 -30 -05 * J19T CIVIL �\Q FOF CAL. � PREPARED UNDER THE DIRECTION OF: DATE: M 0 R S E 78 -900 Avenue 47 Suite 208 ~ D 0 K I C H La Quinta, CA 92253 Voice: 760 -771 -4013 S C H U L T Z FAX: 760- 771 -4073 mdsla uintuUmdsconsultin .net IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA TRACT NO. 32070 STORM DRAIN IMPROVEMENT PLANS PRIVATE STORM DRAINS N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. SHT.."` OF SHTS. 6.07 0 U') 5.88 6.07 0 6.7 INV INV INV o IN 0 APPROVED BY: CITY OF LA QUINTA TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. DATE 12 -31 -06 P L A N N E R S E N G I N E E R S S U R V E Y O R S o� 9 16 0 CD SCALE: PER PLAN 0 MARK 9 16 APPIR. DATE O DATE: JULY, 2004 ....1 O_ CD J o o 0 _ - 1 _ 0 BASIN BOTTOM 10.27�T 0 6.25 � 6.27 6.25 24' INV 24' INV 24' INV <'1�_ °b `^•4.4 as ` � j °aa „b 11 12 1 1 Ub �°0 i I 31.51' LOT 143 FLOOR PLAN BASIN 0 FLOOR PLAN BASIN 6 �C 1 „ =20' 1 " =20' 21 21 FINISH GRADE 3 24'Y6 FINISH GRADE 3 24 "ld 26.60 21.88 RIM RIM Y . 13.77 BOTTOM BASIN 10.27 BOTTOM BASIN 13.57 :::. - >_ : ':,' -. 10.07 - RIM 15 CHAM - El 1,.-qE0ARAt'idrq. RIM 30 CHAM E 'SEP.A PAT ION - =`'' 23 17 3 24 "0 19 21 17 6 17 3 24 "0 19 5 _,, 18 . ' -. 21 17 g u 23 1 21 16 4 r r - - r w Al� w o' w w m aw �4- s- - w 23 _ a W > a - \ - 2. - � a > _ - z - r ¢ z 8.950 0 1 �'. `r' >C 6.07 U �S= 0:OT0• _ _:.I� � - H INV. z ! " /� 7.59 ❑ INV. Z %% l ?7°% ./ '� 7.59 ❑ r 22 _ 8.95 f `T J O \ $ .1 0 �22 y 5.78 y /' x w w r I- INV. io r w O ~ w r / INV. \ in \ 8 a O rn Ywx OUT < o w yl x _ w m ¢ - 2 co 7 Manufactured amid Installed by \ \ w y r to ¢ Lu C7 co 7 OUT Manufactured and Installed by \ Li w ? z "� TORRENT REESOURCES _ \` 9 w m > I z w y t- > x <_ x \� An evolution of MlcGuckin Drilling 9 p 00 w a z - x TORRENT RESOURCES 9 ¢ m m 12 y/ g �y w z ¢ 12 Y \ An evolution of McGuckin Drilling w ❑ L wwwAorrentresources.cc \\ x _ 3,57 D `y 0 10 8 U w a \ www•torrentresources.com x_ _ ` ARIZONA 602/268 -0785 �\ O W �, EL 0.07 �j .' BOTTOM / �< NEVADA 7 0213 6 6 - 1 2 34 ( 0 `- /� O Z O \`� ARIZONA 602/266 -0785 �\ C) 10 3 U W t 8 CALIFORNIA 6611947 -9836 \ / 7 J Z BOTTOM �// �� NEVADA 7028366.1234 _j /� w U' d 2 CALIFORNIA 6611947 -9836 u_ i 7 O O 20 13 6 a0 ;C 13 rn r 20 13 r O �\ 13 w 0 6 0 ° 12 z ° C 12 Lu ITEM NUMBERS ww -1,43 E] ITEM NUMBERS X ° �< W 4.93 CV b BOTTOM " a 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. �` x 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. \ � 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, \ /� 2. STABILIZED BACKFILL -1 SACK SLURRY REQUIRED UNDER PAVEMENT, OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. a OR ANY APPLICATION WITH PIPING INVERTS DEEPER THAN 4 FEET. a n H 3. BOLTED RING & GRATE/COVER - DIAMETER AS SHOWN. CLEAN CAST yl- o w 3. BOLTED RING $ GRATE /COVER - DIAMETER AS SHOWN. CLEAN CAST A IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. 15 IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM \ /� BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ELEVATION ±0.02' OF PLANS. r ELEVATION ±0.02' OF PLANS. I- 14 f /� w fj o 4. GRADED BASIN OR PAVING (BY OTHERS). ;� ¢ 4. GRADED BASIN OR PAVING (BY OTHERS). 14 a 5. COMPACTED BASE MATERIAL (BY OTHERS). 13 `/, _ w 5. COMPACTED BASE MATERIAL (BY OTHERS). 13 /\ uri 6. PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH Y Tnr w / 6. PUREFLO DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED - VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. CONSTRUCTION NOTES EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY \/ . C tC r< . COATED. AZ Uc. ROCUM65 A. R00047067 &d, A01VR363 AZ Ua R00070465 A, R00047067 &4, ADWR 363 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV U, 0035350 A�NM L a 90504 GF04 CA Ui . 526080, C-42, HAZ 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN NV Uc. 0035350 A - NM Llc. 90504 GF04 HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Pat.4 N.. 4,923,330 -'TWd k 1974, 1990, 2064 �8 PREFABRICATE AND INSTALL 14' WIDE 8' LONG STANDARD P.C.U. HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. U.S. Patent No. 4,923,330 - 'Tredemark 1974, 1990, 2004 8. MIN. 6'0 DRILLED SHAFT. O PREFABRICATE AND INSTALL 24' WIDE, 8' LONG STANDARD P.C.U. 8. MIN. 6' 0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 1O PREFABRICATE AND INSTALL 14' WIDE P.C.U. ENDWALL COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. /ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. SEAL. CAPACITY. 11 PREFABRICATE AND INSTALL 24' WIDE P.C.U. ENDWALL SEAL. CAPACITY. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. 18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. 12 SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING INSTALL FOOTING FOR 14" WIDE P.C.U., AND ALL END WALLS SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 19. WENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR. 3' -0" WIDE X 2' -0" DEEP OR BREAKAGE. DIAMETER AS NOTED. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. (INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN j 3 WVITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END INSTALL FOOTING FOR 24" WIDE P.C.U. 3' -6" WIDE X 2' -0" DEEP 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN ❑ 13. ROCK -CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1l2" TO BEST CAP. INSTALL 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END 15 INSTALL FOOTING FOR 24' WIDE P.C.U. 4' -6" WIDE X 2' -0" DEEP 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST CAP. COMPLEMENT 501E CONDITIONS. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE COMPLEMENT SOIL CONDITIONS. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO 17 INSTALL BASIN SLAB AND DRYWELL FOR 14' WIDE P.C.U. 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL KMAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE O SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE LENGTH WITH TRI -B COUPLER. (OVERFLOW. 2O INSTALL 6" DIA. PERFORATED P.V.C. PIPE, ROCK ENCASED LENGTH WITH TRI -B COUPLER. OVERFLOW. 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. (OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER PER DETAIL ON SHT. 3 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE 22. OPTIONAL INLET PIPE (BY OTHERS). INVERT CONNECTIONS DEEPER SOILS. (THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. " SOILS. THAN 4 FEET REQUIRE 1 SACK SLURRY BACKFILL BELOW PIPE INVERT. 21 INSTALL MAXWELL PLUS" DRAINAGE SYSTEM PER DETAIL ON SHTS. 4 & 5 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. PMOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN CUSTOMER AT PROJECT COMPLETION. ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. LANDSCAPED AREAS. The MaxWeIITM Plus Drainage System Detail And Specifications 20 10 0 20 40 60 BASIN [4] ii!= 1 SCALE 1"=20' The MaxWelll-" Plus Drainage System Detail And Specifications BASIN ® The MaxWeIITM Plus Drainage System Detail And Specifications BASIN 6 UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. �OVESS /0 ��p �� C 41, '� O �J, �' No. 20596 1" ,z Exp. 9 -30 -05 * J19T CIVIL �\Q FOF CAL. � PREPARED UNDER THE DIRECTION OF: DATE: M 0 R S E 78 -900 Avenue 47 Suite 208 ~ D 0 K I C H La Quinta, CA 92253 Voice: 760 -771 -4013 S C H U L T Z FAX: 760- 771 -4073 mdsla uintuUmdsconsultin .net IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA TRACT NO. 32070 STORM DRAIN IMPROVEMENT PLANS PRIVATE STORM DRAINS N.W. 1/4 SECTION 9, T. 6 S., R. 7 E., S.B.B. & M. SHT.."` OF SHTS. STANLEY C. MORSE EXP. DATE 9 30 05 R.C.E. 20596 APPROVED BY: CITY OF LA QUINTA TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. DATE 12 -31 -06 P L A N N E R S E N G I N E E R S S U R V E Y O R S SCALE: PER PLAN BENCH M A R KPD- 103 -3 -70 FD. 1 1/4" O.D.LP. FILLED W/ CONC. IN 5" O.D. CONC. COLLAR ON. 0.6', 330' NORTH OF C.L. INT. OF WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. MARK REVISIONS APPIR. DATE DESIGNED BY: DRAWN BY: CHECKED BY: DATE: JULY, 2004 FOR: RJT HOMES, LLC W.O. NO: 0 N Z V 1 Z Q J CL Z W w x IL 2 Z CC Q 0 U) LLJ z 0 I: \43910 \IMPLANS \SD \SD \SD- 05.dw0 7/12/05 w 0 C\l C9 R w 2 w LL 0- 2 z w 1�_ Cf) z n 1-\43910\IM'PLANS\SD\SD\SD-07.dwg 7/12/05 ------- ------ . . ... 777= ......... -------- --------------- --- . ..... .. - ---- --- --------- 7 7— --- - ------ FINISHED CE 0 VER - -- ---- . ........ ... _r f SURFACE F 0 VER ------- -------- ---- ------ - --------- - - --------- ---- --- ------ . ...... 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THE OWNER, BY ACCEPTING CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE V ESS/ C. DATE: Suite 208 Lo Quinta, CA 92253 D 0 K I C H STANLEY C. MORSE EXP. DATE 9/3-070-5 TRACT NO. 32070 TORM DRAIN IMPROVEMENT PLANS SHT. 7 EEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT No. 2059 CD m Voice: 760-771-4013 R.C.E. 20596 Z FAX: 760-771-4073 mdsloquintu@mdsconsulting.net PRIVATE STORM DRAINS RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS PLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FUT Exp. 9-30-05 APPROVED BY: CITY OF LA QUINTA P L A N NIE R S E N G I N E E R S OF!-SHTS. REPORTED TO EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE B E N H M FD. I T PROFILES MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. 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I . - � . --- ;,�) A= 159 i .. I \ . I" .1, _0 (-,\ . , � '. I I . 1. ". ,", ___._______._,. I � - ic::�2 / I _ Qpipe=1.4 � i I Is . . . - A. ROJECT SITE ",-, i _,.----__, _1\ I 3 1\ r-' -, ,_, -- I I I , �� I 'L . - -,--,,/ \ ' I // � ./ ___ i ,. . I ."I-.-- , _, r, Ir" i iWI#JA 1, .1 L � \_�, � . I '.) '�, I-, ,� � ....- J ,.',___ -.�-- �____ . I - - , - , . ��, ---' I ..--,--, 1�1', / I I I I / ; ,- . - -.----- - , i .1. I. . LEGEND � -NOTF.S. I /_ I-- __ 1 - ,�__-" � I , I , -L "I I \. 11 . 1--1 _ 11. ) 11 I I . I , . 1 � \\ I 'GY MAP I --l- -i � __ .. I I, . 'SUME SOIL TYPE -9 V I ., " ) , . I ,O, -- HP HIGH POINT . ,.\" 1. AS i I � /' �, � . � 100m YEAR ,HYDROL 11 I * . -1. �j 1�� I �.. I . / I ,_ ' '_ - .1i. � -1 � . . ��, . NCB. / I 1. -1 . ACANT__ I . . . / ., . 3,1,. LAND 9E- ", EXISTING I V ' I . . I 'TRACT 3207 0 NODE NUMBEf CATCH BASIN . -\, 2. RUNOFF ARE'-FOR 106--r\YEAR STORM . - I I I , * I I 2 I � , ,,\ I : I I . I ('� . 0 ' P/ , HIGH DENSITY Nibff FAMILY RESIDENTIAL . 1 0 . � , % I I 0 PROPOSED L N 'L I" \1" I �. , .. �. t�j � � I 11 . __ - I 1 I . . I I I I - -4, :� . � I - . . - � - . %; I � e AREA (ACRES) I ��., " \ 1�k�, �� I I I I CONSULTANT I I I. 0 RAT' ' . I , : i I . % � ', 1 N L 4. , PERCOLATION Ell, = 1 1/2 INCH PERHOUR .�� I "SUBAREA DESIO 3N4_nON . " I � . L, . .� 1. 1, . OWNER/DEVELOPER I _. I /11 m Q PEAK FLOW (CFS) I S E 78-900 Highway 111 a ENTRA Tc TIME OF CONCENTRATION (MINUTES) I * PAY Wr)KAPIZ I I to**- La Quints, CA 9225" 0 I .1 I . A AREA (ACRES) , I D 0 K I C H p Voice: 760-771-4013 z I I ; -� RETENTION BASIN SECONDARY OVERFLOW ROUTE i C • N S U L T I N G 11. i ;i I : mmmmm.� 50842 Grand Traverse (760) 564-6555 1 760-771-4C73 : , A I I : 11, � � I - f� . VICINITY MAP <== SECONDARY OVERFLOW ROUTE FOR PROJECT . P. 0. BOX 810 FAX (760) 564-6505 P L A.N N E R EN G I N E E R a3 U R V 0 . . - ILa Quinta, CA 92253 1 . -wo 1, • � I I ; 11 SCALE 1"=40' lq�l I ,�, NOT TO SCALE �j , p I , - I 1, ; 1, I m I 1) ,,,,,,� -,'2--mW":" . - I i - I .. 7- -"1_1_7___1_ -__ - __ __ - � OLOGY.dwg 7/01/05 RETENTION BA SIN #2 RET NTION BASIN #3 RETENTION BA SIN #4 N TION BASIN #'I FLOOD VOLUME (NO PERCOLATION) =1.229 AC-FT FLOOD VOLUME (NO PERCOLATION) =0.228 AC-FT HP 3Q. FLOOD VOLUME (NO PERCOLATION) =0.887 AC-FT FLOOD VOLUME (NO PERCOLATION) =0.289 AC-FT VOLUME REQUIRED (PERCOLATION=1 1/2 IN/HR) =0.878 AC-FT VOLUME REQUIRED (PERCOLATION=1 1/2 IN/HR) =0.181 AC-FT VOLUME REQUIRED (PERCOLATION=1 1/2 IN/HR) =0.692 AC-FT VOLUME REQUIRED (PERCOLATION=1 1/2 IN/HR) =0.221 AC-FT VOLUME PROVIDED =1.400 AC-FT - VOLUME PROVIDED =0.265 AC-FT DRAINAGE AREA =5.11 AC VOLUME PROVIDED =0.737 AC-FT JEFFERSON STREET DRAINAGE AREA =1.20 AC — VOLUME PROVIDED =0.192 AC-FT DRAINAGE AREA =3.69 AC DRAINAGE AREA =0.95 AC 26.0 rO. 7 9� H P C 2 Cam -7 Q=5.9 0=4.6 r 0=3.7 Q=4' ro 1`0 Tc=7.7 Q= I 4A Tc=6.4 A=1.19 0 .5 34 F— f, — — — — — — — — — — — — — 0 7.0 - -- — — — — - 0-17 - - - - - - - - - - - - - - - - - - - - - - - - - 2 -- — — — — — — — — X-3 0 5 A — — — — — — — — — — — — — — — — — — — — — — — — — Q-34— - - - - - - - - - - - - - - - - - - - - - I - - - - - - -- -- ` - 4 - - - - - — — — — — — — - - - - - - - - - - - - - - - - - - — — — — — — — — - - - - - - - - - - - - - - - - - - - - - 171 A=1.84 Tc=7.2 . .... ---------- 00 fr ---------- -------------------- 26.7 H ------ --------------------- ------ ------ --- HP - — — — — — — — 9R R f--% n �11 3 ----------------- — — — — — _:_r --------- — —0 1 1 /. 7! — A—-- 77- -: �—- 5 � - I rl c A AREA (ACRES) ■ %&W ■ w ■ r 14%wff Voice: 760-771-4013 HEIE41104 BASIN SECONDARY vvrKrLvW nuum 508A Pirrr Traverse 760 564 -6555 P.O. BOX 810 FAX (760) 564-6505 0 S C H U LT Z FAX: 760-771-4073 o. U R V E Y 0 R S SECONDARY OVERFLOW ROM FOR PROJECT SCALE 1"=40' PLANNERS E N G I N E E R S S VICINITY MAP La Quinta, CA 92253 NOT TO SCALE UNDERGROUND RETENTION BASIN 1.\43910\ HYDRO \UNIT—HYDRO.dwg 7/29/05 . ........ .... . KIR ire 48th AVENUE 50th AVENUE % 3.7.m.. 2 TRH ul N p 52nd AVENUE M < C) < CC 54th AVENUE 0 M AIRPORT BOULEVARD rl c A AREA (ACRES) ■ %&W ■ w ■ r 14%wff Voice: 760-771-4013 HEIE41104 BASIN SECONDARY vvrKrLvW nuum 508A Pirrr Traverse 760 564 -6555 P.O. BOX 810 FAX (760) 564-6505 0 S C H U LT Z FAX: 760-771-4073 o. U R V E Y 0 R S SECONDARY OVERFLOW ROM FOR PROJECT SCALE 1"=40' PLANNERS E N G I N E E R S S VICINITY MAP La Quinta, CA 92253 NOT TO SCALE UNDERGROUND RETENTION BASIN 1.\43910\ HYDRO \UNIT—HYDRO.dwg 7/29/05 . ........ .... . KIR ire � lRi.;(:T' If4 =- "," 4, 1, (). F ' 2 7'. 21. , , � Y7 1 17,J WATER SURFA(',F. - 19,68 . :.. - , __ - tt'! I . 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THE OWNER, BY ACCEPTING THESE FLAN5 OR PR0CEED|NQ WITH IMPROVEMENTS PURSUANT THERET0, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED T0 THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY �EA3URES TO PR0TECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE .3\TE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. rx� Ju '7 �]/ �/� �u u� �� \ . : [ . , . . L , , r , ,)�� I � � J�: I - - rt i � , Ll % / " ,- - . "I .. 02 " 0 /,�, _ : W ... _ I- . I , )* r_ ''. ., 1 . I , I I I -1", - I � 0 I'* ; -ROSEWOOD AVE : - - - .. _ .1 . Il% - 5 VZ;i , 7 - ,_ K, I . ..... , D . Q, - � I i - -.--. , 1: - ;- , , � - r- U') ; CD t 33 ALO (D r') r-., .,ji ;,;, i __ I _��l �11 c - r . r,-,-'l .___� I - __ Z, , .111 - - r . I i �� h�1��|�� T� PRIVATE ^~"~""`^-^-'°'.~' '^~'^- O0NST�U�O�N RACT8R AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTCES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR J08 SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT 3HALL BE �ADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED T0 NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PE�FOR�ANCE OF YY0RK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. . ^ . � STANLEY C R.C.E. 20596 APPROVED BY: TIMOTHY R. JONAS� PUBLIC WORKS D|R R.C.E. NO. 45843 NOTE" MINIMUM ELEVATION =26 ,60 FT. E DIRECTION OF: NOV. �Iftfll DATE: 2004 CITY OF LA QUINTA ..— ~. - DR/COY ENGINEER EXP. DATE 13-31-06 78-900 Avenue 47 Suite 208 La 0uintn, CA 92253 Yo|oa: 790-771-4813 FAX: 760-771-4073 mdsloqu intaOmdsconsul U t PL�NNER3 [NQ|NEERS SURYEY0R� WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PPj 98927D. ELEV. 540.110 DATE: NOVEMBER 2004 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEIT TO AVOID NEGATIVE NUMBERS. ..^=a, . .' ��~^ ' , �� ^_ ( « SC.',ALE 1"=401 ' O �7 �y OU' ' ^ ` IN THE CITY OF LA '~` . � CALIFORNIA _�-'-� '' ` STORM `^ IMPROVEMENT - - PLANS - --- �4 PRIVATE STORM DRAINS SHT. .— W. TRACT NO. 32070 1.3w, OVERFLOW ESCAPE EXHIBIT 11 C\4.5Vl WW-L�(;AHL.dwg 7/01/05