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45 IE 0 t ! { 3JLb i -DoN> Lk Q- 'J 6 L-o PS�- ,....,B0-930 Vista Galope, Steve Wrafe.XLS Vol- q 315 J `s( - Csl�- LoP� , C,4- kO f, .A.--tW Q(p,"Ie 2 ACS Lo (,-� Riverside County Hydrology Nfanual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD I I Lag (hr) _ #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & Lag Time < 7-8 min) Data Input (boxed is calced) Concentration Point 0 Soil Group (Sheet 11/ pp 78) B Area Designation ` Precipitation Rate (PI E5.1 -5.6) 2.0 Area (acres) 1.3696511 0.0 sgmi Area Precip Corr (E5.8 ( %)) 1 100.00 L (miles) 1 0 1 Total Adjusted Storm = 2.00 Lca (miles) 0 Runoff Index (PI E -6.1) 1 56 Elev @ Headwater 0 AMC Condition (I, II, or III (Sheet E -8)) 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas (PI E -6.2) Fp 0.51 H = 0 Devel Area Cover (PI 6.3) 1 20% S (ft/mile) #DIV /0! 17728 Const Loss Rate, F (3 -6 hr storm) 0.42 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F 0.21 Lag (min) I I #DIV /01 Low Loss Rate Percent (3 & 6hr): 0.90 Storm Frequency (10, 25, 100) 100 Res La Quinta Zone (1 to 6) 5 7600 Cubic JFt Duration (1, 3, 6, 24) 1 hr 0.17 A Unit Time Pattern Storm Loss Rates Effective Flood Period Percent Rain Max Used Rate Rain Hydrograph Volume Sum Vol Basin Infil (min) (%) (in /hr) (in /hr) (cfs) (cult) (cult) (cuft) 5 3.7 0.89 0.42 0.42 0.47 0.0 0 0 10 4.8 1.15 0.42 0.42 0.73 1.0 301 301 15 5.1 1.22 0.42 0.42 0.80 1.1 331 1 631 20 4.9 1.18 0.42 0.42 0.76 1.0 311 942 25 6.6 1.58 0.42 0.42 1.16 1.6 478 1421 30 7.3 1.75 0.42 0.42 1.33 j 1.8 547 1968 35 8.4 2.02 0.42 0.42 1.60 2.2 656 2624 40 9.0 2.16 0.42 0.42 1.74 2.4 715 3339 45 12.3 2.95 0.42 0.42 2.53 3.5 1041 4380 50 17.6 4.22 0.42 0.42 3.80 5.2 1563 5943 55 16.1 3.86 0.42 0.42 3.44 4.7 1415 7358 60 4.2 1.01 0.42 0.42 0.59 0.8 242 7600 0 0.0 0.00 0.75 0.00 0.00 1 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 1 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0,75 0.00 0.00 0.0 0 7600 0 0.0 0.00. 0.75 0.00 0.00 1 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 1 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 0 0.0 0.00 0.75 0.00 0.00 0.0 0 7600 Page 1 C' 80 -930 Vista Galope, Steve Wrafe.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD I I Lag (hr) _ #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & La Time < 7-8 min) Data Input (boxed is calced) Concentration Point 0 . Soil Group (Sheet 11/ pp 78) B Area Designation Basin B Precipitation Rate (PI E5.1 -5.6) 2.0 Area (acres) 0.57 0.0 sqmi Area Precip Corr (E5.8 ( %)) 1 100.00 L (miles) I 1 0 Total Adjusted Storm = 2.00 Lca (miles) 0 Runoff Index (PI E -6.1) 1 56 Elev @ Headwater 0 AMC Condition (I, II, or III (Sheet E -8)) 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas (PI E -6.2) Fp 0.51 H = 0 Devel Area Cover (PI 6.3) 1 40% S (ft/mile) #DIV /0! 17728 Const Loss Rate, F (3 -6 hr storm) 0.33 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F 0.16 Lag (min) #DIV /01 Low Loss Rate Percent (3 & 6hr): 0.90 Storm Frequency (10, 25, 100) 100 Re La Quinta Zone (1 to 6) 5 333 Cubic Ft Duration 1, 3, 6, 24) 1 hr 0.08 Acre - Ft Unit Time Pattern Storm Loss Rates Effective Flood Period Percent Rain Max Used Rate Rain Hydrograph Volume Sum Vol Basin Infil (min) (%) (in/hr) (in /hr) (cfs) (cult) (cuft) (cuft) 5 3.7 0.89 0.33 0.33 0.56 0.0 0 0 10 4.8 1.15 0.33 0.33 0.82 0.5 141 141 15 5.1 1.22 0.33 0.33 0.90 0.5 153 294 20 4.9 1.18 0.33 0.33 0.85 0.5 145 439 25 6.6 1.58 0.33 0.33 1.26 0.7 215 654 30 7.3 1.75 0.33 0.33 1.42 0.8 244 898 35 8.4 2.02 0.33 0.33 1.69 1.0 289 1187 40 9.0 2.16 0.33 0.33 1.83 1.0 313 1500 45 12.3 2.95 0.33 0.33 2.62 1.5 449 1949 50 17.6 4.22 0.33 0.33 3.90 2.2 666 2615 55 16.1 3.86 0.33 0.33 3.54 2.0 605 3220 60 4.2 1.01 0.33 0.33 0.68 0.4 116 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0. 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0. 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 0 0.0 0.00 0.58 0.00 0.00 0.0 0 3336 Page 1 /C cjr%• E-. wz_- � V4106 BASIN Infiltration.XLS Percolation Rate of Retention Basin with Flow Rate L (ft) = .201 W (ft) = 30 H(all) (ft) = 1 b(ft)= 5 Increase H(in) by: Perc Rate (in /hr): Time Interval (min): Time (min) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115. 120 125 130 135 140 145 150 155 160 165 170 175 .180 For L, W & b input, see graph Cell Y4 Slope y H (ft) = 5.0 Basin Volume at 0.25 1.0 5 Flow Vol (cuft) 0 301.03 .589 . 857 1291 1794 2404 3072 4063 5575 6936 7120 7510 7451 7392 7333 7274 7216 7158 7099 7041 6983 6925 6867 6810 6752 6695 6638 6581 6523 6467 6410' 6353 6297 6240 6184 6128 Page 1 V (ft) = 1.0 Ratio = 0.2 � 6 0a Note, col A & Cell D9 must be same as Syn Hydro Time Use ��. k ��►� Qe�� c 7235 (cuft) INote, Overflow Occuring. See Graph at Cel Perc Flow Vol Overflow Volume .Lookup Volume minus perc Volume in Basin Area ( /time int) (ent intial) (sqft) (cuft) (cult) (cuft) (cuft) 0 0 6126 43 258.5 0.0 258.5 6223 43 545.9 0., 0 545.9 6320 44 812.9 0. 812.9 6467 45 1246.6 0.0 1246.6 6663 46 1747.9 0.0 1747.9 6861 48 2356.4 0.0 2356.4 7110 49 3022.4 0.0 3022.4 7412 51 4011.7 0.0 4011.7 7921 55 5520.3 0.0 5520.3 8336 58 .6878.1 0.0 6878.1 8388 58 7061.7 0.0 7061.7 8492 59 7450.7 2153 7235.0', 8492 59 7391.7 156.7 7235.0 8440 59 7333.1 98.1 7235.0 8440 59 7274.5 39.5 7235.0 8440 59 7215.9 0.0 7215.9 8388 58 7157.6 0.0 7157.6 8388 58 7099.4 0.0 7099.4 8388 58 7041.1 0.0 7041.1 8336 58 6983.2 0.0 6983.2 8336 58 6925.3 0.0 6925.3 8336 58 6867.5 0.0 6867.5 8284 58 6809.9 0.0 6809.9 8284 58 '6752.4 0.0 6752.4 8284 58 6694.9 '0.0 6694.9 8232 57 6637.7 0.0 6637.7 8232 57 6580.6 0.0 6580.6 8232 57 6523.4 0.0 6523.4 8180 57 6466.6 0.0 6466.6 8180 57 6409.8 0.0 6409.8 8180 57 6353.0 0.0 6353.0 8128 .56 6296.5 0.0 6296.5 8128 56 6240.1.. 0.0 6240.1 6128 56 6183.7 0.0 6183.7 8076 56 6127.6 0.0 6127.6 .8076 56 6071.5 0.0 6071.5 Page 1 BASIN Infiltration.XLS Percolation Rate of Retention Basin with Flow Rate L (ft) = 65 W (ft) = 37.4 H(all) (ft) = 1 b (ft) = 5 Increase H(in) by: Perc Rate (in /hr): Time Interval (min): Time (min) 0 5 10 15 20 25 30 ,35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175 180 For L, W & b input, see graph Cell Y4 0.25 1.0 5 Basin Volume at Hall) _ 0.0 0.5 0.5 0.5 0.7 0.8 1.0 1.0 1.5 2.2 2.0 0.4 Flow Vol (cuft) 0 0.00 141 277 405 602 827 1096 1390 1818 2462 3044 3136 3111 3086 3061 3036 3012 2987 2962 2938 2913 2889 2865 2840 2816 2792 2768 2744 2720 2696 2672 2648 2625 2601 2577 2554 Slope H (ft) = 5.0 V (ft) = 1.0 Ratio = 0.2 Note, col A & Cell D9 must be same as Syn Hydro Time USE 393 (cult) lNote, Overflow Occuring. See Graph at Cel Page 1 Perc Flow Vol Overflow Volume Lookup Volume minus perc Volume in Basin Area (/time int) (ent intial) (sqft) (cuft) (cuft) (cult) (cult) 0 0 0 0 0:0 0.0 0.0 2474 17 123.8 0.0 123.8 2539 18 259.5 0,0 259.5 2582 18 386.7 0.0 386.7 ' 2671 19 583.0 .0.0 583.0 2761 19 807.4 0.0 807.4 2852 20'. 1076.3 0.0 1076.3 2968 21 1369.1 0.0 1369.1 3134 22 1796.1 0.0 1796.1 3354 23 2439.1 0.0 2439.1 3555 25 3019.2 26.2 2993.0 3581 25 3110.7 117.7 2993.0 3581 25 3085.8 92.8 2993.0 3581 25 3061.0 68.0 2993.0 ' 3555 25 3036.3 43.3 2993.0 3555 25 3011.6 18.6 2993.0 3555 25 2986.9 0'.0 2986.9 3530 25. , 2962.4 0.0 2962.4 3530 25 2937.9 0.0 2937.9 3530 25 2913.4 0.0 2913.4 3504 24 2889.0 0.0 2889.0 3504 24 2864.7 0.0 2864.7 3504 24 2840.4 0.0 2840.4 3479 24 2816.2 0.0 2816.2 3479 24 2792.1 0.0 2792.1 3479 24 2767.9 0.0 2767.9 3454 24 2743.9 0.0 2743.9 3454 24 .2719.9 0.0 2719.9 3454 24 2695.9 0.0 2695.9 3429 24 2672.1 0.0 2672.1 3429 24 2648.3 0.0 2648.3 3429 24 2624.5 0.0 2624.5 3404 24 2600.9 0.0 2600.9 3404 24 2577.2 0.0 2577.2 3404 24 2553.6 0.0 2553.6 3404 24 2530.0 0.0 2530.0 Page 1 aN'Tty�s b�J �J J� P Otir / d i b � I I I I I � s . �Z r� WARFE RESIDENCE 80930 VISTA GALOPE LA QUINTA, CA. RETENTION BASIN "A" CALCULATIONS b d 'O� 0 00 990 e SS � VISTA GALOPE 41921 Beacon Hill Road Suite A Palm Desert, Ca. 92211 MGM I' II J' JHA En�and gineeiin Inc Consulting Engineers; • Surveyors OF CP,,N Phone: 760- 779 -0657 Fax: 760-779-5143 E-Mail.,jha@hackergroup.org HYDROLOGY CALCULATIONS - AFTER DEVELOPMENT Using the RCFCBWCD Short Cut Unit Hydrograph Method Area Designations Area 1 1.4 Area 1 Drainage Area (ac.) 1.4 Unit time (minutes) 100 Year Storm Duration (hrs) 3 Total Precipitation (From Plates E -5.2, 5.4, 5.6)(in.) Z�OJ 2.60 Soils Group AMC index II Runoff Number (plate E -6.1) 56 Plate E -6.2 Pervious Area Loss Rate (Fp)(in /hr) 0.51 Percentage of Impervious Cover (Ai)( %) (plate E -6.3) 20 Weighted Average Loss Rate (F= Fp(1- .9Ai))(in. /hr.) 0.42 Low Loss Rate Percent ( %) 90 Retention Basin Percolation Rate (in /hr) 1 Retention Basin design factors (N /A) Top area= 8300 s.f. Formulas vol= (bottom•h) +(h•(top- bottom) /3) are Outside input from: N/A :�Hq)r Storm in 15 minute Increments e Pattern Storm Loss Rate Value Effective Flo % Rain (in /hr: Max. Min. Rain 0:15 3.7 0.38 0.42 0.35 .0385 0:30 4.8 0.50 0.42 N/A 0. 0:45 5.1 0.53 0.42 N/A 0.1122 1:00 4.9 0.51 0.42 N/A 0.0914 .1:15 6.6 0.69 0.42 N/A 0.2682 1:30 7.3 0.76 0.42 N/A 0.3410 1:45 8.4 0.87 0.42 N/A 0.4554 2:00 9 0.94 0.42 N/A 0.5178 2:15 12.3 1.28 0.42 N/A 0.8610 2:30 17.6 1.83 0.42 N/A 1.4122 2:45 16.1 _ _ 1.67 _ _ _ 0.42 N/A - - 1.2562 3:00 4.2 0.44 0.42 N/A 0.0186 0 0.00 0.42 0.00 0.0000 0 0.00 0.42 0.00 0.0000 y 0 0.00 0.42 0,00 ��,�' \ 0 0.00 0.42 0,00 0.0000 0.0000 W 0 0.00 0.42 0,00 0.0000 "7 0 0.00 0.42 0.00 0.0000 0 0.00 0.42 0.00 0.0000 •,k , 0 ^1 0.00 0.42 0.00 0.0000 J 1 H,bur /, 100 Year Storm 15 60 6 24 3.10 4.00 OK Flow OL e (cfs) VW.7 0.0539 0.1134 0.1571 0.1280 115.16 0.3755 337.93 0.4774 429.66 0.6376 573.80 0.7249 652.43 1.2054 1084.86 1.9771 1779.37 1.7587 1582.81 0.0260 23.44 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 "2:0 "/12 =0.16 6 x .58 (Plate D -5.2) = 0.0928 0.0928 x 59,662 = 5,536 C.F. Percolation: 1 / 12 = 0.0833 x 7,233 = .02 C.F. 5,,536 - 602 = 4,934 C.F. 7600 (0a) % 70v, �1 (bottom area•depth) +(depth'(top area - bottom area) /3) 6700 s Max. Depth (d)= 1 ft. Max. basin storage= 7233.333 c.f. itto h =vol /(bottom +(top- bottom) /3) (values must be non -zero or error occurs) ) Basin Basin Basin de Retention Period Storage Storage Overflow (cf) Area (sf) Perc. (cf) Vol. (cf) Depth (ft) Vol. (cf) 0.00 6700 139.58 0.00 0.00 0.00 0.00 6700.00 139.58 0.00 0.00 0.00 0.00 6700.00 139.58 1.79 0.00 0.00 0.00 6700.40 139.59 0.00 0.00 0.00 0.00 6700.00 139.58 198.35 0.03 0.00 0.00 6743.87 140.50 487.51 0.07 0.00 0.00 6807.84 141.83 919.49 0.13 0.00 0.00 6903.39 143.82 1428.09 0.20 0.00 0.00 7015.89 146.16 2366.79 0.33 0.00 - 0.00 7223.53_ - 150.49- 3995.67- -0:55 0:00 0.00 75 "3 158.00 5420.49 0.75 0.00 0.00 7899.0 164.56 5279.36 0.73 0.00 0.00 7867.78 163.91 5115.45 0.71 0.00 0.00 7831.53 163.16 4952.29 0.68 0.00 0.00 7795.44 162.40 4789.89 0.66 0.00 0.00 7759.51 161.66 4628.23 0.64 0.00 0.00 7723.76 160.91 4467.32 0.62 0.00 0.00 7688.16 160.17 4307.15 0.60 0.00 0.00 7652.73 159.43 4147.72 0.57 0.00 0.00 7617.47 158.70 3989.02 0.55 0.00 Total Overflow (cf) 0.00 1of3 2 of 3 (h) 6 Hour Storm in 15 minute increments Period Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Storm Outside Retention Period Storage Storage Overflow % Rain (in /hr; Max. Min. Rain (in /hr' Rate (cfs) Vol. (cf) Input (cf) Area (sf) Perc. (cf) Vol. (cf) Depth (ft) Vol. (cf) 0:15 1.7 0.21 0.42 0.19 0.0211 0.0295 26.56 0.00 6700 - 139.58 0.00 0.00 0.00 0:30. 1.9 0.24 0.42 0.21 0.0236 0.0330 29.69 0.00 6700.00 139.58 0.00 0.00 0.00 0:45 2.1 0.26 0.42 0.23 0.0260 0.0365 32.81 0.00 6700.00 139.58 0.00 0.00 0.00 1:00 2.2 0.27 0.42 0.25 0.0273 0.0382 34.37 0.00 6700.00 139.58 0.00 0.00 0.00 1:15 2.4 0.30 0.42 0.27 0.0298 0.0417 37.50 0.00 6700.00 139.58 0.00 0.00 0.00 1:30 2.4 0.30 0.42 0.27 0.0298 0.0417 37.50 0.00 6700.00 139.58 0.00 0.00 0.00 1:45 2.4 0.30 0.42 0.27 0.0298 0.0417 37.50 0.00 6700.00 139.58 0.00 0.00 0.00 2:00 2.5 0.31 0.42 0.28 0.0310 0.0434 39.06 0.00 6700.00 139.58 0.00 0.00 0.00 2:15 2.6 0.32 0.42 0.29 0.0322 0.0451 40.62 0.00 6700.00 139.58 0.00 0.00 0.00 2:30 2.7 0.33 0.42 0.30 0.0335 0.0469 42.18 0.00 6700.00 139.58 0.00 0.00 0.00 2:45 2.8 0.35 0.42 0.31 0.0347 0.0486 43.75 0.00 6700.00 139.58 0.00 0.00 0.00 3:00 3 0.37 0.42 0.33 0.0372 0.0521 46.87 0.00 6700.00 139.58 0.00 0.00 0.00 3:15 12 0.40 0.42 0.36 0.0397 0.0556 50.00 0.00 6700.00 139.58 0.00 0.00 0.00 3:30 3.6 0.45 0.42 N/A 0.0282 0.0395 35.53 0.00 6700.00 139.58 0.00 0.00 0.00 3:45 4.3 0.53 0.42 N/A 0.1150 0.1610 144.96 0.00 6700.00 139.58 5.32 0.00 0.00 4:00 4.7 0.58 0.42 N/A 0.1646 0.2304 207.40 0.00 6701.18 139.61 .73.10 0.01 0.00 4:15 5.4 0.67 0.42 N/A 0.2514 0.3520 316.76 0.00 6716.17 139.92 249.95 0.03 0.00 4:30 6.2 0.77 0.42 N/A 0.3506 0.4908 441.76 0.00 6755.29 140.74 550.97 0.08 0.00 4:45 6.9 0.86 0.42 N/A 0.4374 0.6124 551.12 0.00 5821.87 142.12 959.97 0.13 0.00 5:00 7.5. 0.93 0.42 N/A 0.5118 0.7165 644.87 0.00 6912.34 144.01 1460.83 0.20 0.00 5:15 10.6 1.31 0.42 N/A 0.8962 1.2547 1129.21 0.00, 7023.13 146.32 2443.73 0.34 0.00 5:30 14.5 1.80 0.42 N/A 1.3798 1.9317 1738.55 0.00 7240.55 150.84 4031.43' 0.56 0.00 5:45 3.4 0.42 0.42 N/A 0.0034 0.0048 4.28 0.00 7591.75 158.16 3877.55 0.54 0.00 6:00 1 0.12 0.42 0.11 0.0124 0.0174 15.62 0.00 7557.71 157.45 3735.73 0.52 0.00 0 0.00 0.42 0.00 0.0000. 0.0000 0.00 0.00 7526.34 156.80 3578.93 0.49 0.00 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7491.65 156.08 3422.85 0.47 0.00 0" 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7457.13 155.36 3267.49 0.45 0.00 7 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7422.76 154.64 3112.85 . 0.43 0.00 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7388.66 153.93 2958.93 0.41 0.00 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7354.51 153.22 2805.71 0.39 0.00 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7320.62 152.51 2653.19 0.37 0.00 8 0 0.00 0.42 0.00 0.0000 0.0000 0.00 0.00 7286.88 151.81 2501.38 0.35 0.00 Total Overflow (cf) 0.00 24 Hour Storm In 60 minute Increments Time Pattern Storm Loss Rate Value % Rain (in /hr' Max. Min. 1:00 1.2 0.05 0.42 0.04 2:00 1.3 0.05 0.42 0.05 3:00 1.8 0.07 0.42 0.06 4:00 2.1 0.08 0.42 0.08 5:00 2.8 0.11 0.42 0.10 6:00 2.9 0.12 0.42 0.10 7:00 3.8 0.15 0.42 0.14 8:00 4.6 0.18 0.42 0.17 9:00 6.3 '0.25 0.42 0.23 10:00 8.2 0.33 0.42 0.30 11:00 7 0.28 0.42 0.25 12:00 7.3 0.29 0.42 0.26 13:00 10.8 0.43 0.42 N/A 14:00 11.4 0.46 0.42 N/A 15:00 10.4 0.42 0.42 0.37 16:00 8.5 0.34 0.42 0.31 17:00 1.4 0.06 0.42 0.05 18:00 1.9 0.08 0.42 0.07. 19:00 1.3 0.05 0.42 0.05 20:00 1.2 0.05 0.42 0.04 21:00 1.1 0.04 0.42 0.04 22:00 1 0.04 0.42 0.04 23:00 0.9 0.04 0.42 0.03 24:00:00 0.8 0.03 0.42 0.03 25 0 0.00 0.42 0.00 26 0 0.00 0.42 0.00 27 0 0.00 0.42 0.00 28 0 0.00 0.42 0.00 _ . 29 -. 0. - -0:00- -0:42 - -0.00 30 0 0.00 0.42 0.00 31 0 0.00 0.42 0.00 32 0 0.00 0.42 0.00 (h) Basin Basin Basin Basin Effective Flow Flow Outside Retention Period Storage Storage Overflow Rain (in /hr' Rate (cfs) Vol. (co Input (cf) Area (sf) Perc. (cf) Vol. (cf) Depth (ft) Vol. (cf) 0.0048 0.0067 24.19 0.00 6700 558.33 0.00 0.00 0.00 0.0052 0.0073 26.21 0.00 6700.00 558.33 0.00 0.00 0.00 0.0072 0.0101 36.29 0.00 6700.00 558.33 0.00 0.00 0.00 0.0084 0.0118 42.34 0.00 6700.00 558.33 0.00 0.00 0.00 0.0112 0.0157 56.45 0.00 6700.00 558.33 0.00 0.00 0.00 0.0116 0.0162 58.46 0.00 6700.00 558.33 0.00 0.00 0.00 0.0152 0.0213 76.61 0.00 6700.00 558.33 0.00 0.00 0.00 0.0184 0.0258 92.74 0.00 6700.00 558.33 0.00 0.00 0.00 0.0252 0.0353 127.01 0.00 6700.00 558.33 0.00 0.00 0.00 0.0328 0.0459 165.31 0.00 6700.00 558.33 0.00 0.00 0.00 0.0280 0.0392 141.12 0.00 6700.00 558.33 0.00 0.00 0.00 0.0292 0.0409 147.17 0.00 6700.00 558.33 0.00 0.00 0.00 0.0138 0.0193 69.55 0.00 6700.00 558.33 0.00 0.00 0.00 0.0378 0.0529 190.51 0.00 6700.00 558.33 0.00 0.00 0.00 0.0416 0.0582 209.66 0.00 6700.00 558.33 0.00 0.00 0.00 0.0340 0.0476 171.36 0.00 6700.00 558.33 0.00 0.00 0.00 0.0056 0.0078 28.22 0.00 6700.00 558.33 0.00 0.00 0.00 0.0076 0.0106 38.30 0.00 6700.00 558.33 0.00 0.00 0.00 0.0052 0.0073 26.21 0.00 6700.00 558.33 0.00 0.00 0.00 0.0048 0.0067 24.19 0.00 6700.00 558.33 0.00 0.00 0.00 0.0044 0.0062 22.18 0.00 6700.00 558.33 0.00 0.00 0.00 0.0040 0.0056 20.16 0.00 6700.00 558.33 0.00 0.00 0.00 0.0036 0.0050 18.14 0.00 6700.00 558.33 0.00 0.00 0.00 0.0032 0.0045 16.13 0.00 6700.00 558.33 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 .0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 0:0000 0.0000 0.00- 0.00- 6700:00 "558 :33 - 0:00- 0.00 "' -- 0.00' ' 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 6700.00 558.33 0.00 0.00 0.00 Total Overflow (cf) 0.00 3of3 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2 ) Soil Group A B I C I D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 'Good 41 63 75 81 Woodland Poor 45 66 77 83 .(Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75. (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C & W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E -6.1 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) ) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. 6 Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 I 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage .impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimate ing the percentage of impervious cover in develope.d areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFCIIWCD r�YDROL JGY 1\/IANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E -6.3 e i hotir � i i I 8 . ell YZ i WARFE RESIDENCE 80930 VISTA GALQPE LA QUINTA, CA. RETENTION BASIN "B" CALCULATIONS d d � DY- VISTA GALOPE J' I 1 JHA Eng er; • gineering, Inc 41921 Beacon Hill Road Consulting vil Engine urveym Suite A Palm Desert, Ca. 92211 iTTINGDATE DRAWNSY CHECKED ,LE 1"=60' FILENAME- Cry! �OFcsuFd�/ Phone: 760 - 719 -0651 Far 760 - 779 -5143 E- Mail., Iha @haaergroup.org HYDROLOGY CALCULATIONS - AFTER DEVELOPMENT Using the RCFC &WCD Short Cut Unit Hydrograph Method Area Designations Area 1 0.57 Area 1 Drainage Area (ac.) Unit time (minutes) 100 Year Storm Duration (hrs) Total Precipitation (From Plates E -5.2, 5.4, 5.6)(in.) Soils Group AMC index 11 Runoff Number (plate E -6.1) Plate E -6.2 Pervious Area Loss Rate (Fp)(in /hr) Percentage of Impervious Cover (Ai)( %) (plate E -6.3) Weighted Average Loss Rate (F= Fp(1- .9Ai))(in. /hr.) Low Loss Rate Percent ( %) Retention Basin Percolation Rate (in /hr) Retention Basin design factors (NIA) Top area= Formulas vol= (bottom "h) +(h•(top - bottom) /3) Outside input from; N/A 3 Hour Storm In 16 minute increments 0.57 Pattern 15 15 60 3 6 24 2.60 3.10 4.00 B Min. 56 Rain (in /hr' 0.5 40 , 0.33 0.38 90 Vol. (cf) 1 0.0333 3590 s.f. Bottom= 1950 s.f. area= bottom+ (h/d)*(to p- bottom) Time Pattern Storm Loss Rate Value h =vo I/( bottom +(top- bottom) /3 ) Effective Flow % Rain (in /hr' Max. Min. Basin Rain (in /hr' Rate (cfs) 0:15 3.7 0.38 0.33 N/A Vol. (cf) 0.0584 0.0333 0:30 4.8 0.50 0.33 N/A 40.63 0.1728 0.0985 0:45 5.1 0.53 0.33 N/A 0.00 0.2040 0.1163 1:00 4.9 0.51 0.33 N/A 0.12 0.1832 0.1044 1:15 6.6 0.69 0.33 N/A 718.26 0.3600 0.2052 1:30 7.3 0.76 0.33 N/A 51.83. 0.4328 0.2467 1:45 8.4 0.87 0.33 N/A 0.00 0.5472 0.3119 2:00 9 0.94 0.33 N/A 1.10 0.6096 0.3475 2:15 12.3 1.28 0.33 N/A 2601.93 0.9528 0.5431 2:30 17.6 1.83 0.33 N/A 69.50 1.5040 0.8573 2:45 16.1 1.67 0.33 N/A 0.00 1.3480 0.7684 3:00 4.2 0.44 0.33 N/A 0.90 0.1104 0.0629 2191.99 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 0 0.00 0.33 0.00 0.0000 0.0000 1 Hour, 100 Year Storm Flow Vol. (cf) 29.96 88.65 104.65 93.98 184.68 222.03 280.71 312.72 488.79 771.55 691.52 56.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Outside Input (cf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 / 12 = 0.16 0.16 x .58 (Plate-D-5-2) = 0.0928 0.0928 x 25,088 = 2,328 C.F. Percolation: 1 / 12 = 0.0833 x 2,996 = 249 C.F. 2,328 - 249 = 2,079 C.F. Retention Area (sf) 1950 1950.00 1976.29 2011.04 2039.55 2117.38 2214.77 2343.17 2487.64 2726.83 3118.08 3461.05 3452.59 3413.21 3374.29 3335.81 3297.77 3260.16 3222.98 3186.22 Max. Depth (d)= 1.2 ft. h =vo I/( bottom +(top- bottom) /3 ) (h) Basin Basin Basin Period Storage Storage Overflow Peres (cf) Vol. (cf) Depth (ft) Vol. (cf) 40.63 0.00 0.00 0.00 40.63 48.02 0.02 0.00 41.17 111.50 0.04, 0.00 41.90 163.59 0.07 0.00 42.49 305.78 0.12 0.00 44.11 483.69 0.19 0.00 46.14 718.26 0.29 0.00 48.82 982.17 0.39 0.00 51.83. 1419.13 0.57 0.00 56.81 2133.87 0.85 0.00 64.96 2760.44 1.11 0.00 72.11 2744.97 1.10 0.00 71.93 2673.04 1.07 0.00 71.11 2601.93 1.04 0.00 70.30 2531.63 1.01 0.00 69.50 2462.14 0.99 0.00 68.70 2393.43 0.96 0.00 67.92 2325.51 0.93 0.00 67.15 2258.37 0.90 0.00 66.38 2191.99 0.88 0.00 Total Overflow (cf) 0.00 Q 3� 3�g 7 (bottom area depth) +(depth *(top area - bottom area) /3) Max. basin storage= 2996 c.f. (values must be non -zero or error occurs) 1of3 2 of 3 (h) 6 Hour Storm In 16 minute Increments Period Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Storm Outside Retention Period Storage Storage Overflow % Rain (in /hr; Max. Min. Rain (in /hr' Rate (cfs) Vol. (cf) Input (cf) Area (sf) Perc. (cf) Vol. (cf) Depth (ft) Vol. (cf) 0:15 1.7 0.21 0.33 0.19 0.0211 0.0120 10.81 0.00 1950 40.63 0.00 0.00 0.00 0:30 1.9 0.24 0.33 0.21 0.0236 0.0134 12.09 0.00 1950.00 40.63 0.00 0.00 0.00 0:45 2.1 0.26 0.33 0.23 0.0260 0.0148 13.36 0.00 1950.00 40.63 0.00 0.00 0.00 1:00 2.2 0.27 0.33 0.25 0.0273 0.0155 13.99 0.00 1950.00 40.63 0.00 0.00 0.00 1:15 2.4 0.30 0.33 0.27 0.0298 0.0170 15.27 0.00 1950.00 40.63 0.00 0.00 0.00 1:30 2.4 0.30 0.33 0.27 0.0298 0.0170 15.27 0.00 1950.00 40.63 0.00 0.00 0.00 1:45 2.4 0.30 0.33 0.27 0.0298 0.0170 15.27 0.00 1950.00 40.63 0.00 0.00 0.00 2:00 2.5 0.31 0.33 0.28 0.0310 0.0177 15.90 0.00 1950.00 40.63 0.00 0.00 0.00 2:15 2.6 0.32 0.33 0.29 0.0322 0.0184 16.54 0.00 1950.00 40.63. 0.00 0.00 0.00 2:30 2.7 0.33 0.33 N/A 0.0084 0.0048 4.31 0.00 1950.00 40.63 0.00 0.00 0.00 2:45 2.8 0.35 0.33 N/A 0.0208 0.0119 10.67 0.00 1950.00 40.63 0.00 0.00 0.00 3:00 3 0.37 0.33 N/A 0.0456 0.0260 23.39 0.00 1950.00 40.63 0.00 0.00 0.00 3:15 3.2 0.40 0.33 N/A 0.0704 0.0401 36.12 0.00 1950.00 40.63 0.00 0.00 0.00 3:30 3.6 0.45 0.33 N/A 0.1200 0.0684 61.56 0.00 1950.00 40.63 20.94 .0.01 0.00 3:45 4.3 0.53 0.33 N/A 0.2068 0.1179 106.09 0.00 1961.46 40.86 86.16 0.03 0.00 4:00 4.7 0.58 0.33 N/A 0.2564 0.1461 131.53 0.00 1997.16 41.61 176.09 0.07 0.00 4:15 5.4 0.67 0.33 N/A 0.3432 0.1956 176.06 0.00 2046.39 42.63 309.51 0.12 0.00 4:30 6.2 0.77 0.33 N/A 0.4424 0.2522 226.95 0.00 2119.43 44.15 492.31 0.20 0.00 4:45 6.9 0.86 0.33 N/A 0.5292 0.3016 271.48 0.00 2219.49 46.24 717.55 0.29 0.00 5 :00 7.5 0.93 0.33 N/A 0.6036 0.3441 309.65 0.00 2342.78 48.81 978.39 0.39 0.00 5:15 10.6 1.31 0.33 N/A 0.9880 0.5632 506.84 0.00 2485.57 51.78 1433.45 0.57 0.00 5:30 14.5 1.80 0.33 N/A 1.4716 0.8388 754.93 0.00 2734.67 56.97 2131.41 0.85 0.00 5:45 3.4 0.42 0.33 N/A 0.0952 0.0543 48.84 0.00 3116.73 64.93 2115.32 0.85 0.00 6:00 1 0.12 0,33 0.11 0.0124 0.0071 6.36 0.00 3107.92 64.75 2056.93 0.82 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 3075.96 64.08 1992.85 0.80 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 3040.88 63.35 1929.49 0.77 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 3006.20 62.63 1866.86 0.75 0.00 7 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 2971.92 61.91 1804.95 0.72 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 2938.02 61.21 1743.74 0.70 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 29U4.52 60.51 1683.23 0.67 0.00 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 2871.39 59.82 1623.41 0.65 0.00 8 0 0.00 0.33 0.00 0.0000 0.0000 0.00 0.00 2838.65 59.14 1564.27 0.63 0.00 Total Overflow (cf) 0.00 24 Hour Storm in 60 minute Increments Time Pattern Storm Lass Rate Value % Rain (in /hr; Max. Min. 1:00 1.2 0.05 0.33 2:00 1.3 0.05 0.33 3:00 1.8 0.07 0.33 4:00 2.1 0.08 0.33 5:00 2.8 0.11 0.33 6:00 2.9 0.12 0.33 7:00 3.8 0.15 0.33 8:00 4.6 0.18 0.33 9:00 6.3 0.25 0.33 10:00 8.2 0.33 0.33 N/A 11:00 7 0.28 0.33 12:00 7.3 0.29 0.33 13:00 10.8 0.43 0.33 N/A 14:00 11.4 0.46 0.33 N/A 15:00 10.4 0.42 0.33 N/A 16:00 8.5 0.34 0.33 N/A 17:00 1.4 0.06 0.33 18:00 1.9 0.08 0.33 19:00 1.3 0.05 0.33 20:00 1.2 0.05 0.33 21:00 1.1 0.04 0.33 22:00 1 0.04 0.33 23:00 0.9 0.04 0.33 24:00:00 0.8 0.03 0.33 25 0 0.00 0.33 26 0 0.00 0.33 27 0 0.00 0.33 28 0 0.00 0.33 29 0 0.00 0.33 30 0 0.00 0.33 31 0 0.00 0.33 32 0 0.00 0.33 (h) Basin Basin Basin Basin Effective Flow Flow Outside Retention Period Storage Storage Overflow Rain (in /hr: Rate (cfs) Vol. (cf) Input (cf) Area (sf) Perc. (cf) Vol. (cf) Depth (ft) Vol. (cf) 0.04 0.0048 0.0027 9.85 0.00 1950 162.50 0.00 0.00 0.00 0.05 0.0052 0.0030 10.67 0.00 1950.00 162.50 0.00 0.00 0.00 0.06 0.0072 0.0041 14.77 0.00 1950.00 162.50 0.00 0.00 0.00 0.08 0.0084 0.0048 17.24 0.00 1950.00 162.50 0.00 0.00 0.00 0.10 0.0112 0.0064 22.98 0.00 1950.00 162.50 0.00 0.00 0.00 0.10 0.0116 0.0066 23.80 0.00 1950.00 162.50 0.00 0.00 0.00 0.14 0.0152 0.0087 31.19 0.00 1950.00 162.50 0.00 0.00 0.00 0.17 0.0184 0.0105 37.76 0.00 1950.00 162.50 0.00 0.00 0.00 0.23 0.0252 0.0144 51.71 0.00 1950.00 162.50 0.00 0.00 0.00 0.0016 0.0009 3.28 0.00 1950.00 162.50 0.00 0.00 0.00 0.25 0.0280 0.0160 57.46 0.00. 1950.00 162.50 0.00 0.00 0.00 0.26 0.0292. 0.0166 59.92 0.00 1950.00 162.50 0.00 0.00 0.00 0.1056 0.0602 216.69 0.00 1950.00 162.50 54.19 0.02 0.00 0.1296 0.0739 265.94 0.00 1979.66 164.97 155.16 0.06 0.00 0.0896 0.0511 183.86 0.00 2034.93 169.58 169.44 0.07 0.00 0.0136 0.0078 27.91 0.00 2042.75 170.23 27.12 0.01 0.00 0.05 0.0056 0.0032 11.49 0.00 1964.84 163.74 0.00 0.00 0.00 0.07 0.0076 0.0043 15.60 0.00 1950.00 162.50 0.00 0.00 0.00 0.05 0.0052 0.0030 10.67 0.00 1950.00 162.50 0.00 0.00 0.00 0.04 0.0048 0.0027 9.85 0.00 1950.00 162.50 0.00 0.00 0.00 0.04 0.0044 0.0025 9.03 0.00 1950.00 162.50 0.00 0.00 0.00 0.04 0.0040 0.0023 8.21 0.00 1950.00 162.50 0.00 0.00 0.00 0.03 0.0036 0.0021 7.39 0.00 1950.00 162.50 0.00 0.00 0.00 0.03 0.0032 0.0018 6.57 0.00 1950.00 162.50 0.00 0.00 0.00 0.00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 D.00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 D.00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 3.00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 3.00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 ).00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 ).00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 ).00 0.0000 0.0000 0.00 0.00 1950.00 162.50 0.00 0.00 0.00 Total Overflow (co 0.00 3 of 3 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2) Soil Group A B C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 8S (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 .Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 '66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55. 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 '82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs,-etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 '72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent.(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (12 Acre) Lots 30 - 45 40 7,200 - 10,000 S, F. Lots 45 - 55 50. Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown. 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the�County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RFC i- �YDROL 065Y 1\/JA NUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E -6.3 3/26/2008 1:31:37 PM �C RETENTION BASIN SIZING PROJECT NAME: Retention Basin "A" LOCATION: ILA QUINTA. PROPERTY TYPE: -SINGLE FAMILY' Required Retention Volume Storage: 60 Min. Period 24 Hour. 100 Yr. Storm 3441.427225 30 Min. Period 6 Hour. 100 Yr. Storm 2789.10629333333 30 Min. Period 3 Hour. 100 Yr. Storm 3679.114566 C,o&--. Calculation Entry: PERCOLATION RATE OF SOIL IN /HR k ()' V � 59662 RUNOFF AREA IN SQ. FT. (A 7500 RETENTION AREA IN SQ. FT. 5''�•vs �j. _ L� THE DEPTH OF THE DRYWELL THE AVERAGE DEPTH OF THE RETENTION ARE/ OUTFLOW IN C.F.S izn 24 HOUR RAINFALL RATE PLATE(E 5.6) n 6 HOUR RAINFALL RATE PLATE(E 5.4) c., n 3 HOUR RAINFALL RATE PLATE(E 5.2 c FAMILY' RUNOFF COEFFICIENT PLATE (D -5.1) 24 HOUR n C r�'"'°'�y 0.64 in `SINGLE FAMILY` RUNOFF COEFFICIENT PLATE (D -5.1) 6 HOUR 0.62 in 'SINGLE FAMILY` RU F COEFFICIENT PLATE (D -5.1) 3 HOUR CJIQ^iJe' J AVAILABLE RETENTION VOLUME = 7500 + RYWELL 0 = 7500 CU.FT. �C(C S \�C °��' y . EH p �p � H. 14614 � �e 30 MIN PERIOD 6 HOUR STORM % Project Name: Retention Basin "A" PERCOLATION STORAGE .. At . 229.10208 312.5 60 MIN PERIOD 24 HOUR STORM 273.64970667 312.5 % %x AREA'RAINFALL "RUNOFF PERCOLATION STORAGE 0.012 146.1719 625 0.013 158.35289167 625 24.7891733 0.018 219.25785 625 56.6089067 0.021 255.800825 625 113.8844267 0.028 341.06776667 625 266.6191467 0.029 353.24875833 625 425.7178133 0.039 462.87768333 625 616.6362133 0.046 560.32561667 625 1284.8506133 0.063 767.402475 625 142.402475 0.082 998.84131667 625 373.8413167 0.071 864.85040833 625 239.8504083 0.073 889.21239167 625 264.2123917 0.101 1230.28015833 625 605.2801583 0.114 1388.63305 625 763.63305 0.104 1266.82313333 625 641.8231333 0.085 1035.38429167 625 410.3842917 0.014 170.53388333 625 1346.521234 0.019 231.43884167 625 813.858898 0.013 158.35289167 625 3679.114566 CU.FT. 0.012 146.1719 625 0.011 133.99090833 625 0.011 133.99090833 625 0.011 133.99090833 625 0.011 133.99090833 625 Required RetentionVolume = 3441.427225 CU.FT. 30 MIN PERIOD 6 HOUR STORM % %'AREA"RAINFALL 'RUNOFF PERCOLATION STORAGE 0.036 229.10208 312.5 0.043 273.64970667 312.5 0.048 305.46944 ' 312.5 0.049 311.83338667 312.5 0.053 337.28917333 312.5 24.7891733 0.058 369.10890667 312.5 56.6089067 0.067 426.38442667 312.5 113.8844267 0.091 579.11914667 312.5 266.6191467 0.116 738.21781333 312.5 425.7178133 0.146 929.13621333 312.5 616.6362133 0.251 1597.35061333 312.5 1284.8506133 0.044 280.01365333 312.5 Required RetentionVolume = 2789.1062933 CU.FT. 30 MIN PERIOD 3 HOUR STORM %x AREA - RAINFALL - RUNOFF PERCOLATION STORAGE 9.085 471.62811 312.5 159.12811 3.101 560.405166 312.5 247.905166 ].139 771.250674 312.5 458.750674 1.174 965.450484 312.5 652.950484 1.299 1659.021234 312.5 1346.521234 ].203 1126.358898 312.5 813.858898 Required RetentionVolume = 3679.114566 CU.FT. .I RETENTION BASIN VOLUME CALCULATION RETENTION BASIN VOLUME = 7,500 C.F. RETENTION BASIN "A" TOP AREA = 8,300 SQ.FT. BOTTOM AREA = 6,700 SQ.FT. TOTAL = 15,000 SQ.FT. 15,000 SQ.FT. / 2 = 7,500 SQ.FT. AVERAGE AREA 7,500 SQ.FT. x 1' DEPTH = 7,500 C.F. 1' MIN. SLOPE TO DRAIN TO DRAIN BUILDING 100 YR. SURFACE ELEV. PAD SLOPE 1 MAX SLOPE FLOOR ELEV. MAX. PERCOLATION RATE = 1" HR. OR UP TO 5 " /HR. MAX IF SUPPORTED BY ENGINEERED SOIL TESTS MAX. DEPTH AT PEAK STORAGE 1' (AREA IS DETERMINED AT MIDHEIGHT OF BASIN) ONE FOOT MINIMUM "FREEBOARD" BELOW LOWEST BUILDING PAD TO MAXIMUM WATER LEVEL THE BASIN SHALL BE. DESIGNED TO RETAIN THE RUNOFF FROM THE WORST CASE OF THE 3 HR., 6 HR., OR 24 HR. DURATION, 100 YEAR FREQUENCY STORM. SLOPES STEEPER THEN 5:1 SHOULD HAVE EROSION CONTROL (GRASS SURFACE OR RIP RAP) RETENTION BASIN "B" W.S. 99.80 BOT. - 98.80 STORAGE - 2,770 C.F. RETENTION BASIN "A" W.S. 100.50 SOT. - 99.50 STORAGE - 7,500 C.F. N EMERGENCY OVERFLOW U i RETENTION BASIN SIZING PROJECT NAME: lRelentionBaii n B LOCATION: ILA QUINTA PROPERTY TYPE: `SINGLE FAMILY" Required Retention Volume Storage: 30 Min. Period 24 Hour. 100 Yr. Storm 1707.75653333333 30 Min. Period 6 Hour. 100 Yr. Storm 1315.83056 30 Min. Period 3 Hour. 100 Yr. Storm 1643.017184 calculation Entry: 1 PERCOLATION RATE OF SOIL IN /HR 25088 RUNOFF AREA IN SO. FT. '27701 RETENTION AREA IN SO. FT. 0 THE DEPTH OFT HE DRYWELL 1 THE AVERAGE DEPTH OF THE RETENTION ARE) OUTFLOW IN C.F.S. n 'alculation Vr3? ✓✓ POAA'. see 24 HOUR RAINFALL RATE PLATE(E 5.6) 3/20%20081:39:42 PM 1�G 2 i 6 HOUR RAINFALL RATE PLATE(E 5.4) rr- 1.8 ' 3 HOUR RAINFALL RATE PLATE(E 5.2) 0.7 in 'SINGLE FAMILY' RUNOFF COEFFICIENT PLATE (D- 5.1) 24 HOUR / 0.64 in 'SINGLE FAMILY" RUNOFF COEFFICIENT PLATE (D -5.1) 6 HOUR �3 0.62 in 'SINGLE FAMILY' RUNOFF COEFFICIENT PLATE (D -5.1) 3-HOUR \VAILABLE RETENTION VOLUME = 2770 + DRYWELL 0 = 2770 CU.FT. `C be 5 mac. C 1461 -?tOFCP� \�Cg' --^ ,, - - Project Name: Retention Basin B 60 MIN PERIOD 24 HOUR STORM 30 MIN PERIOD 3 HOUR STORM %'AREA'RAINFALL'RUNOFF PERCOLATION STORAGE 0.012 61.4656 230.833333333333 82. 9039733 0.013 66.58773333 230.833333333333 120.2349173 0.018 921984 230.833333333333 208.8959093 0.021 107.5648 230- 833333333333 290.5573493 0.028 143. 41973333 230.833333333333 582.2053493 0.029 148- 54186667 230.833333333333 358.2196853 0.038 194. 64106667 230.833333333333 0,046 235.61813333 230.833333333333 4.7848 0.063 322.6944 230.833333333333 91. 8610667 0.082 420.01493333 230.833333333333 189.1816 . 0.071 363.67146667 230. 833333333333 1328381333 0.073 373.91573333 230. 833333333333 .143.0824 0.101 517. 33546667 230.833333333333 286.5021333 0.114 583.9232 230.833333333333 353.0898667 0.104 532.70186667 230.833333333333 301.8685333 0.085 435- 38133333 230.833333333333 204.548 0.014 71.70986667 230.833333333333 0.019 97.32053333 230.833333333333 0.013 66. 58773333 230.833333333333 0.012 61.4656 230. 833333333333 0.011 56.34346667 .230.833333333333 0.011 56.34346667 230.833333333333 0.011 56.34346667 230.833333333333 0.011 56.34346667 230.833333333333 30-MIN PERIOD 6 HOUR STORM n...- % %'AREA`RAINFALLIRUNOFF PERCOLATION STORAGE 0.036 96.33792 115.416666666667 0.043 115.07029333 115.416666666667 0.048 128.45056 115.416666666667 13.0338933 . 0.049 131.12661333 115.416666666667 15.7099467 0.053 141.83082667 115.416666666667 .26.41416 0.058 155,21109333 115.416666666667 39.7944267 0.067. 179.29557333 115.416666666667 63- 8789067 0.091 24152085333 115.416666666667 128.1041867 0.116 31.0.42218667 115.416666666667 195.00552 0.146 390.70378667 115.416666666667 . 275.28712 0.251 671.68938667 115.416666666667 556.27272 0.044 117.74634667 115.416 1 666666667 2.32968 _.- :__.._ --. :. __,. :.. Required RetentionVolume = 1315.83056 CU.FT_ 30 MIN PERIOD 3 HOUR STORM LAA ,,AA FR% % "AREA "RAINFALL'RLIN OFF PERCOLATION . STORAGE 0.085 198.32064 115.416666666667 82. 9039733 0.101 235.651584 115.416666666667 120.2349173 0.139 324.312576 115.416666666667 208.8959093 0.174 405.974016 115.416666666667 290.5573493 0.299 697.622016 115.416666666667 582.2053493 0.203 473.636352 115- 416666666667 358.2196853 Require LAA ,,AA FR% RETENTION BASIN VOLUME CALCULATION RETENTION BASIN VOLUME = 2,770 C.F. RETENTION BASIN "B" TOP AREA = 3,590 SQ.FT. BOTTOM AREA = 1,950 SQ.FT. TOTAL = 5,540 SQ.FT. 5,540 SQ.FT. / 2 = 2,770 SQ.FT. AVERAGE AREA 2,770 SQ.FT. x 1' DEPTH 2,770 C.F. SLOPE TO DRAIN 1' MIN. FP AD SLOPE TO DRAIN BUILDING 100 YR. SURFACE ELEV. ,,-s,, I - FLOOR ELEV. MAX SLOPE MAX. PERCOLATION RATE = 1" HR. OR UP TO 5 " /HR. MAX IF SUPPORTED BY ENGINEERED SOIL TESTS MAX. DEPTH AT PEAK STORAGE = 0.5' (AREA IS DETERMINED AT MIDHEIGHT OF BASIN) ONE FOOT MINIMUM "FREEBOARD" BELOW LOWEST BUILDING PAD TO MAXIMUM WATER LEVEL THE BASIN SHALL BE DESIGNED TO RETAIN THE RUNOFF FROM THE WORST CASE OF THE 3 HR., 6 HR., OR 24 HR. DURATION, 100 YEAR FREQUENCY STORM. SLOPES STEEPER THEN 5:1 SHOULD HAVE EROSION CONTROL (GRASS SURFACE OR RIP RAP) m 6 of I 1 I� 1 / RETENTION SAS I A' / 1 STORACE - 3,750 C.F. / 1 ' LOT AREA 59,662 SOFT; 1 � / ! \ /I \ RETENTION BASIN *B"' / STORAGE - 2,770 C.F. J* \ /LOT AREA 25,0811 SOFT, \ I � oaaper /. / / FROM SLADDEN PALM DESERT (FROMAR 28 2008 10:0UST. 10:00 /ido, 6802770605 P 2 Sladden Engineering 77 -725 Eafidd Lane, Suite 100, ftim Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 6782 Stanton Ave.; Suite A, Buena Park, CA -90621 (714) 523 -0952 Fax (714) 523 -1369 450 Egmi Avenae. Beaumont. CA 92223 (951) 845.7743 Fax (951) 845.8863 March 17, 2008 Project No, 54.4 -08055 08-03 -150 Mr. William E. Wright 28 -200 Via Las Palmas Thousand Palms, California 92276 Project: Proposed Single - Family Residence APN 777 -020 -018 NWC Vista Calope and Vista Montana La Quinta, California Subject: Percolation/ infiltration Testing for Storm Water Retention System Design As requested, this memo has been prepared to provide a, summary of the results of infiltration testing performed to evaluate the surface soil conditions as they may impact stormwater retention system design. infiltration testing was performed on March 17, 2008. Two tests were performed using a double - ring infiltration apparatus in general accordance with ASTM Test Method D 3385 in the areas indicated on the attached plan. Testing indicated a relatively stable infiltration rate of approximately 1.9 inches per hour. Two exploratory bores were excavated on March 14, 2008 in the approximate locations indicated on the attached site plan, to observe the soil conditions in the areas of the proposed retention. The exploratory bores were excavated with a truck mounted drilling rig to a maximum depth of approximately 20 feet below the existing ground surface. The soil encountered within the exploratory bores consisted primarily of fine- grained silty sand and sand with scattered sandy and clayey silt layers. Silty sand was the most prominent soil encountered within our t/fit-lF-Li, exploratory bores. NO Sl Ll i It should be noted that the infiltration rates determined are ultimate rates based upon field test BeTwF� results. Safety facmrs should by considered to account for subsoil inconsistencies and potential 94.5 t silting of the percolating soil. The safety factors should be determined with consideration to £ D I other factors in the stormwater retention system design (specifically stormwater volume estimates) and the safety factors associated with the various design components. OT0/£001 j XVJ 0:01 800Z /TT /tO FROM SLADDEN PALM DESERT .. i March 17, 2008 ' (FR I ) MAR 28 2008 10 : O1 /ST. 10 :00 /No. 68027 70605 P 3 -2- Project No. 544 -08055 08-03 -150 If you have any questions regarding this memo, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Engineer Letter /nd Copies: 2,JMr. William E. Wright No. r, n53P* < r_. 0- 3Q- vatifi `•; •, Brett ersun n� Principal Engineer Sladden Engineering 0 0TO /6000 XVd 09 :0T 8002/.TT/60 O O z ui O SITE FAN WITH APPROXIMATE PERCOLATION TEST LOCATIONS rr7-- frOlh AVENUE A L 42 exam acaa &wow X EL 10 kxl&aCmm9W%. lxrun Tft� Nam ' rpirl r� - SCALE: As Shown MAP SOURCE: JHA Engineering, Inc. LEGEND JAPPROXIMATE PERCOLATION TEST LOCATION JOB NAME: APN 777-020-018 - Vista Gatops. LQ (APPROXIMATE BORE HOLE LOCATION JOB NO. 544-08055 L NORTH REPORT N0: 08-03-150 Sladden Engineering rrl rm CIO Ill.:. CD 00 7H O CD 00 C= CD -0 4c. FROM SLADDEN PALM DESERT (FRO MAR 28 2008 10:01 1ST.10:00 /No.6802770605 P 5 ' Proposed Single - Family Residence AYN 777 -020 -018 - Vista Gate e, La Uinta pate; 3/14/2008 Bore No. 1 Job Number: 544 -08055 a 0 � U Dcscri tion G Reniarks rn rA a 0 pHH ativc Soil 6616L6 �u Silly 5 i nc rained L �.- VC�'�! lA -S SM 1.2 16.9 rey in color 4/5/6/6 Silty Sand: Fine Grained SM 2.2 17.5 rey in color 5 - 51719/10 Silty Sand: Fine Grained SM 2.6 21.7 rcv in color 51517!7 Silty Sand: Finc Grainod SM 3.2 35.9 Grcyish Bmwn in Dolor .10 7/11/16120 Silty Sand: Fine Grained SM 1.9 19.6 Grcy in color s,..:.: 9/15/21 /27 Sand: Finc Grained SP L2 7.2 rcy in color 9/1 1116/22 Sand: Finc Gnssnexl SP 2A 7.8 by in color 15 • 9/12/17123 Silty Sand: Grained SM 2.9 15.4 rcy in txdur 6/10113/19 Clayey Silt with Sand. Finc Grains] La rr- 6.Inches CL 24.9 81.8 live & Chmqge in color Silty Sand: Finc Grained with Silt Lenscs rcy in color/Moist 20 25 30 California Split -spoon Sample ToW Depth W--20 Feet Bedrock not encountered - llnrecovered Sample Groundwater not cncountcrod - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate tmundaries between the soil types; the transition may be . gradual. 45 50 Sladden Engineering OTO /9001E XV4 TS:01 MUTT /t0 FROPI 4LADDEN PALM DESERT (FRO MAR 28 2008 10 :01 /ST. 10 :001No- 6802770605 P 6 ' Proposed Single - Family Residence "N 777 - 020 -018 - Vista Galo a La Uinta Date: 3/14/2008 Bore No. 2 Job Number: 54408055 0 q to U Description Remarks 0 ' DHH Native Soil - 414/5/7 Sand: Fine Grained Sr 0.9 10.2 Grey in color - 5/8/12/13 Silty Send: Fine Grained SM 0.7 12.2 Grey in color 5 - 9/8/9/11 Sand: Fine Grained SP 1.0 11.0 Grey in Color - 4/7/8/8 Silty Sand: Fine Grained SM 1.8 12.8 Grey in color 10 517/10/13 Silty Sand: Fine Grained SM 1.7 13,2 rcy in o01or 7/10/11/14 Silty Sind: Fine Grained SM 2.6 14.4 rey in solar - 5/6/9/11 Silty Sand: Fine Grained SM 2.7 153 Grey in color IS - 9/11/11/12 Sand: Fine Grained Sr 1.6 6.7 (hey in color - 5/8114/16 Sandy Silt with Sand: Fine Grained laterbedded ML 16.5 57.2 Grey d1; Olivc in color 20 J1 I / 25 30 California Split -spoon Sample Toul Depth —20 Feet - I Bedrock not encountered - Unrecevered Ssmple mundwatcr not cncounterod • Standard renewration Test Sample 35 40 Note: The stratification lines repr==1 the upprvximate - boundaries betwom the soil types; the transition may be gradual. 45 50 Sladden Engineering OTO /L00O %V3 Z9 :01 800Z /TT /60 w FROM SLADDEN PALM DESERT . (FRO MAR 28 2008 10:01/ST- 10:00/No.'6802770605 P 7 SP Sm MIL CL GMIGc 7Z77Califorrnie Split -Spoon Sample Unrcoovcrcd Samplc 5tundard Penetr4ti0n Tt*t (SPT) Samplt Sladden Engineering OTO /800 a %dd Z9:0T 800Z /TT /60 F-ROM SLADDEN PALM DESERT (FR I )MAR 28 2008 10: OUST. 10 : 00 /No. 6802770605 P 8 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845-8863 . Gradation ASTM C117 & C136 Project Number: 544 -08055 Project Name: 80 -930 Vista Galope Lab ID Number: LN6 -08085 Sample ID: B -1 #5 @ 10' Sieve Size; in Sieve Size, nun Percent Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1/21' 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 #30 0.60 99.8 #50 0.30 90.1 #100 0.15 52.2 #200 0.074 19.6 March 24, 2008 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, nun Buena Park - Palm Desert - Hemet OTO /60016 Xdd £S:OT 800Z /TT /b0 - l I �� 11UNEM MORMON loll oil mom H 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, nun Buena Park - Palm Desert - Hemet OTO /60016 Xdd £S:OT 800Z /TT /b0 FROM SLADDEN PALM DESERT (FRUMAR 28 2.008 10:01 /ST- 10:00 /No. 6802770605 P 9 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845 -8863 Gradation ASTM C11.7 & C136 Project Number: 544 -08055 March 24, 2008 Project Name: 80 -930 Vista Galope Lab ID Number: LN6 -08085 Sample ID: B -2 #2 @ 4' c Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1,18 100.0 #30 0.60 99.7 #50 0.30 92.8 #100 0.15 53.5 #200 0.074 12.2 100.000 10.0) 1.000 0.100 0.010 0.001 Sieve Size, mm Buena Park • Palm Desert • Hemet OTO /OTOI XV,4 rS :nT Rnn7. /TT /60 �j _ mr 111EM11111111 � 11111 011111 Ion 100.000 10.0) 1.000 0.100 0.010 0.001 Sieve Size, mm Buena Park • Palm Desert • Hemet OTO /OTOI XV,4 rS :nT Rnn7. /TT /60 �j _