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24230 (2)oz� Eh - /Q4;�719 PC, r4 0 �1= DRAINAGE REPORT HADLEY VILLAS SENIOR HOUSING LOCATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, CALIFORNIA BERRYMAN & HENIGAR, INC. PLAN CHECK TR. NO PWIN O. PROD. NOS TYPE PLAN CHK NO. DATE REC. FM/PM —.-- MASS GR. -- -- ROUGH GR. PRECISE GR. EROSION CON. ST. IMP. STORM DRAIN —T— SEWER & WAI TRAFFIC SIG. SIGN & STRIP LANDSCAPE BRIDGE PREPARED FOR: DCI ENGINEERING 5100 E. La Palma, Ste 117 Anaheim Hills, Ca 92807 Phone: (714) 779 -3828 GAMisc \DCI - Hadley \DCI- Hadley Drainage study.doc JUNE 2, 2003 f3K2 7/ZZ%3 RECEIVED JUN 1 8 2003 BERRYMAN & HENIGAR SANTA ANA PREPARED BY HACKER ENGINEERIr 68 -487 Highway 111, Cathedral City, Ca � Phone: (760) 202 -, W.O. Pcm 0 Z 11 to �'l 04 - -----w w r-- wwr.»+rw+..vea wrw.. ` 7 if�U�7il.jq ^'�/e��ry� ....w,.n�,. .1'.��.. vt h•` ;� +! i �', �I )i. ..w ` »: �5f lmi a;'i '� CHECK s..'T Is 1 C, i�1"w '1r elf �« oyr'. A 1.. TABLE OF CONTENTS Description Page HYDROLOGY - SYNTHETIC UNIT HYDROGRAPH HYDROLOGY MAP 1 RETENTION BASIN CALCULATIONS 2 AREA 1 UNIT HYDROGRAPHS (3, 6 & 24 HOUR) 3 AREA 2 UNIT HYDROGRAPHS (3, 6 & 24 HOUR) 8 HYDROLOGY - RATIONAL METHOD HYDROLOGY MAP 13 AREA 1 -100 YEAR .14 AREA 2 —100 YEAR 16 HYDRAULICS CATCH BASIN & SAND FILTER CALCULATIONS 19 STORM DRAIN SYSTEM DIAGRAM (LINE 2) 20 STORM DRAIN SYSTEM DIAGRAM (LINE 1) 21 STORM DRAIN SYSTEM CALCULATIONS 22 1 su HYDROLOGY MAP SYNTHETIC UNIT HYDROGRAPH ,1 APSW 47 r 7q �, � o 2 —4 7rxc..ka a�bka av J A � A' CRES sp \ \\ r T T) J-1 — 1 HACKER ENGINEERING, INC. CIVIL ENGINEERING - (AND SURVEYING - PLANNING 60467 Nghway 111. SuOe 43 _ Cathedra City, CA 02231 / Phone: (760) 202 -1600 Fax: (760) 202 -8267 englneer®hackerengIneerVv.=n _ 1 AR " =5. ' CRkS F � Oly o - rt= —JJ'" ass \� 26 ! II U i I� V WIG RGINMING, INC RETENTION BASIN CALC HADLEY VILLAS, SENIOR HOUSING LOT 285, TRACT 24230 68487 East Palm Canyon Drive, Suite 43 Cathedral City, California 92234 Client: DCI ENGINEERING STORM WATER CAL COLATiONS , ARE 100 YEAR, 3 HOUR STORM CIF 12,616 25,373 100 YEAR, 6 HOUR STORM CF 12,299 24,738 100 YEAR, 24 HOUR STORM CIF 12,291 24,720 REQUIRED CAPACITY CF 12,616 25,373 RETENTION &A AREA. BASIN CAPACITY (4- DEEP + VFREEBOARD) CIF 34,887 43,618 WATER DEPTH IN BASIN FT 1.70 2.60 SAFETY FACTOR 2.77 1.72 i l HADLEY VILLAS, SENIOR HOUSING, AREA 1 SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES 2.66 INFILTRATION DATE UNIT TIME - MINUTES 5 SOIL GROUP A 5/30/03 STORM FREQUENCY -YEARS 100 COVER Landscape CALC'D STORM DURATION -HOURS 3 RI NUMBER 32 M.D.H. TOTAL ADJUSTED STORM RAIN - INCHES 2.05 Fp 0.885 W.O. CONSTANT LOSS RATE - INCHES /HOUR 0.25 LAND USE SFR -1/4 AC 050323 LOW LOSS RATE - PERCENT 80 Ai 0.80 F 0.248 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF MAX LOW 1 1.3 0.320 0.25 - 0.07 0.19 57.5 57 2 1.3 0.320 0.25 - 0.07 0.19 57.5 115 3 1.1 0.271 0.25 - 0.02 0.06 18.2 133 4 1.5 0.369 0.25 - 0.12 0.32 96.7 230 5 1.5 0.369 025 - 0.12 0.32 96.7 327 6 1.8 0.443 0.25 - 0.20 0.52 155.6 482 7 1.5 0.369 0.25 - 0.12 0.32 96.7 579 8 1.8 0.443 0.25 - 0.20 0.52 155.6 734 9 1.8 0.443 0.25 - 0.20 0.52 155.6 890 10 1.5 0.369 0.25 - 0.12 0.32 96.7 987 11 1.6 0.394 0.25 - 0.15 0.39 116.3 1,103 12 1.8 0.443 0.25 - 0.20 0.52 155.6 1,259 13 2.2 0.541 0.25 - 0.29 0.78 234.1 1,493 14 2.2 0.541 0.25 - 0.29 0.78 234.1 1,727 15 2.2 0.541 025 - 0.29 0.78 234.1 1,961 16 2.0 0.492 0.25 - . 0.24 0.65 194.9 2,156 17 2.6 0.640 0.25 - 0.39 1.04 312.7 2,469 18 2.7 0.664 0.25 - 0.42 1.11 332.3 2,801 19 2.4 0.590 0.25 - 0.34 0.91 273.4 3,074 20 2.7 0.664 0.25 - 0.42 1.11 332.3 3,407 21 22 3.3 3.1 0.812 0.763 0.25 0.25 - , - 0.56 0.51 1.50 1.37 450.1 410.8 3,857 4,268 23 2.9 0.713 025 - 0.47 1.24 371.5 4,639 24 3.0 0.738 0.25 - 0.49 1.30 391.2 5,030 25 3.1 0.763 0.25 - 0.51 1.37 410.8 5,441 26 4.2 1.033 0.25 - 0.79 2.09 626.7 6,068 27 5.0 1.230 0.25 - 0.98 2.61 783.8 6,852 28 3.5 0.861 0.25 - 0.61 1.63 489.3 7,341 29 6.8 1.673 0.25 - 1.43 3.79 1137.2 8,478 30 7.3 1.796 0.25 - 1.55 4.12 1235.3 9,713 31 8.2 2.017 0.25 - 1.77 4.71 1412.0 11,125 32 5.9 1.451 0.25 - 1.20 3.20 960.5 12.086 33 2.0 0.492 0.25 - 0.24 0.65 194.9 12,281 34 1.8 0.443 025 - 020 0.52 155.6 12,436 35 1.8 0.443 0.25 - 0.20 0.52 155.6 12,592 36 0.6 0.148 0.25 0.12 0.03 0.08 23.6 12.616 I I I n • �r.v v. I IVVVII�M I� I SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES 2.66 INFILTRATION DATE UNIT TIME- MINUTES 5 SOIL GROUP A 5/30/03 STORM FREQUENCY -YEARS 100 COVER Landscape CALC'D STORM DURATION -HOURS 6 RI NUMBER 32 M.D.H. TOTAL ADJUSTED STORM RAIN - INCHES 2.50 Fp 0.885 W.O. CONSTANT LOSS RATE- INCHES /HOUR 0.25 LAND USE SFR -1/ AC 050323 LOW LOSS RATE - PERCENT 80 Ai 0.80 F 0.248 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME PERIOD PERCENT IN /HR RAIN IN /HR (;FS CF TOTAL CF MAX LOW 1 0.5 0.150 0.25 0.12 0.03 0.08 23.9 24 2 0.6 0.180 0.25 0.14 0.04 0.10 28.7 "53 3 0.6 0.180 0.25 0.14 0.04 0.10 28.7 81 4 0.6 0.180 0.25 0.14 0.04 0.10 28.7 110 5 0.6 0.180 0.25 0.14 0.04 0.10 28.7 139 6 0.7 0.210 0.25 0.17 0.04 0.11 33.5 172 7 0.7 0.210 025 0.17 0.04 0.11 33.5 206 8 0.7 0.210 0.25 0.17 0.04 0.11 33.5 239 9 0.7 0.210 0.25 0.17 0.04 0.11 33.5 273 10 0.7 0.210 0.25 0.17 0.04 0.11 33.5 306 11 0.7 0.210 0.25 0.17 0.04 0.11 33.5 340 12 0.8 0.240 0.25 0.19 0.05 0:13 38.3 378 13 0.8 0.240 0.25 0.19 0.05 0.13 38.3 417 14 0.8 0.240 0.25 0.19 0.05 0.13 38.3 455 15 0.8 0.240 0.25 0.19 0.05 0.13 38.3 493 16 0.8 0.2 4 0 0.25 0.19 0.05 0.13 38.3 531 17 0.8 0.240 0.25 0.19 0.05 0.13 38.3 570 18 0.8 0.240 0.25 0.19 0.05 0.13 38.3 608 19 0.8 0.240 0.25 0.19 0.05 0.13 38.3 646 20 0.8 0.240 0.25 0.19 0.05 0.13 38.3 685 21 0.8 0.240 0.25 0.19 0.05 0.13 38.3 723 22 0.8 0.240 0.25 0.19 0.05 0.13 38.3 761 23 0.8 0.240 0.25 0.19 0.05 0.13 38.3 800 24 0.9 0.270 025 - 0.02 0.06 17.7 817 25 0.8 0.240 0.25 0.19 0.05 0.13 38.3 856 26 0.9 0.270 0.25 - 0.02 0.06 17.7 873 27 0.9 0.270 0.25 - 0.02 0.06 17.7 891 28 0.9 0.270 0.25 - 0.02 0.06 17.7 909 29 0.9 0.270 0.25 - 0.02 0.06 17.7- 926 30 0.9 0.270 0.25 0.02 0.06 17.7 y44 31 0.9 0270 0.25 - 0.02 0.06 17.7 962 32 0.9 0.270 0.25 - 0.02 0.06 17.7 980 33 1.0 0.300 0.25 - 0.05 0.14 41.7 1.021 34 1.0 0.300 0.25 - 0.05 0.14 41.7 1,063 35 1.0 0.300 0.25 - 0.05 0.14 41.7 1,105 36 1.0 0.300 0.25 - 0.05 0.14 41.7 1,146 37 1.0 0.300 0.25 - 0.05 0.14 41.7 1.188 38 1.1 0.330 0.25 - 0.08 0.22 65.6 1.253 39 1.1 0.330 0.25 - 0.08 0.22 65.6 1.319 40 1.1 0.330 0.25 - 0.08 0.22 65.6 1,385 41 1.2 0.360 0.25 - 0.11 0.30 89.5 1.474 42 1.3 0.390 0.25 - 0.14 0.38 113.5 1,588 43 1.4 0.420 0.25 - 0.17 0.46 137.4 1,725 44 1.4 0.420 0.215 - 0.17 0.46 137.4 1.863 45 1.5 0.450 .0.25 - 0.20 0.54 161.4 2.024 4 46 1.5 0.450 0.25 0.20 0.54 161.4 2,185 47 1.6 0.480 0.25 - 0.23 0.62 185.3 2;371 48 1.6 0.480 0.25 - 0.23 0.62 185.3 2,556 49 .1.7 0.510 0.25 - 0.26 0.70 209.2 27765 50 1.8 0.540 0.25 - 0.29 0.78 233.2 2,998 51 1.9 0.570 0.25 - 0.32 0.86 257.1 3.255 52 2.0 0.600 0.25 - 0.35 0.94 ?81.1 3,536 53 2.1 0.630 0.25 - 0.38 1.02 305.0 3,841 54 2.1 0.630 0.25 0.38 1.02 305.0 4,146 55 2.2 0.660 0.25 - 0.41 1.10 328.9 4,475 56 2.3 0.690 0.25 - 0.44 1.18 352.9 4,828 57 2.4 0.720 0.25 - 0.47 1.26 376.8 5,205 58 2.4 0.720 0.25 - 0.47 1.26 376.8 5,582 59 2.5 0.750 0.25 - 0.50. 1.34 400.8 5,983 60 2.6 0.780 0.25 - 0.53 1.42 424.7 6,407 61 3.1 0.930 0.25 - 0.68 1.81 544.4 6,952 62 3.6 1.080 0.25 - 0.83 2.21 664.1 7,616 63 3.9 1.170 0.25 - 0.92 2.45 735.9 8,352 64 4.2 1.260 0.25 - 1.01 2.69 807.7 9,159 65 4.7 1.410 0.25 - 1.16 3.09 927.4 10,087 66 5.6 1.680 0.25 - 1.43 3.81 1142.9 11,230. 67 4.9 1:470 0.25 - 1.22 3.25 975.3 12,205 68 0.9 0.270 0.25 - 0.02 0.06. 17.7 12,223 69 0.6 0.180 0.25 0.14 0.04 0.10 28.7 12,252 70 0.5 0.150 0.25 0.12 0.03 0.08 23.9 12,275 71 0.3 0.090 0.25 0.07 0.02 0.05 14.4 12,290 72 .0.2 0.060 0.25 0.05 0.01 0.03 9.6 12,299 5 DRAINAGE AREA -ACRES 2.66 UNIT TIME - MINUTES 15 STORM FREQUENCY -YEARS 100 STORM DURATION -HOURS 24 TOTAL ADJUSTED STORM RAIN - INCHES 4.00 CONSTANT LOSS RATE- INCHES /HOUR 0.248 LOW LOSS RATE - PERCENT 80 PERIOD 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 �3 24 25 26. 27 ?8 29 30 31 32' 33 34 35 36 37 38 39 40 41 42 . 43 44 45 PERCENT 0.3 0.3 0.4 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.7 0.8 0.6 0.7 0.8 0.8 0.9 0.9 1.0 1.0 1.0 1.1 l.2 1.3 1.5 1.5 1.6 1.7 1.9 2.0 2.1 2'.2 1.5 1.5 2.0 2:0 1.9 IN /HR 0.032 0.048 0.048 0.064 0:048 0.048 0.048 0.064 0.064 0.064 0.080 0.080 0.080 0.080 0.080 0.096 0.096 0.112 0.112 0.128 0.096 0.112 0.128 0.128 0.144 0.144 0.160 0.160 0.160 0.176 0.192 0.208 0.240 0.240 0.256 0.272 0.304 0.320 0.336 0.352 0.240 0.240 0.320 0.320 0.304 0.44 0.43 0.43. 0.42 0.42 0.41 0.41 0.40 0.40 0.39 0.39 0.38 0.38 0.37 0.37 0.36 0.36 0.36 0.35 0.35 0..34 0.34 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.30 0.30 0.29 0.29 0.29 0.28 0.28 0.27 0.27 0.217 0.26 0.26 0.26 0.25 0.25 0.24 RATE I 0.03 0.04 0.04 0.05 0.04 0.04 0.04 0.05 0.05 0.05 0.06 0.06 0.06 0.06 0.06 0.08 0.08 0.09 0.09 0.10 0.08 0.09 0.10 0.10 0.12 0.12 0.13 0.13 0.13 0.14 0.15 0.17 0.19 0.19 0.20 022 0.19 0.19 RAIN IN /HR 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0:01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.03 0.05 0.07 0.09 0.05 0.05 0.07 0.07 0.06 OIL GROUP A COVER Landscape RI NUMBER 32 Fp 0.885 LAND USE SFR -' /o AC Ai 0.80 F 0.248 -FLOW VOLUME CFS CF 0.02 15.3 0.03 23.0 0.03 23.0 0.03 30.6 0.03 23.0 0.03 23.0 0.03 23.0 0.03 30.6 0.03 30.6 0.03 30.6 0.04 38.3 0.04 38.3 0.04 38.3 0.04 38.3 0.04 38.3 0.05 46.0 0.05 46.0 0.06 53.6 0.06 53.6 0.07_ . 61.3 0.05 46.0 0.06 53.6 0.07 61.3 0.07 -61.3 0.08 68.9 0.08 68.9 0.09 76.6 0.09 76.6 0.09 76.6 .0.09 84.3 o.io 91.9 0.11 99.6 0113 114.9 0.13 114.9 0.14 122.6 0.14 130.2 0.08 70.5 0.13 118.1 0.18 165.7 0.24 213.2 0.13 114.9 0.13 114.9 0.18 163.6 0.19 172.4 0.16 142.8 M.D.H. 1 23 TOTAL CF 15 38 61 92 115 138 161 192 222 253 291 329 368 406 .444 490 536 590 644 705 751 804 866 927 996 1,065 1,141 1,218 1,295 1,379 1.,471 1,570 1,685 1,800 1,923 2,053 2,124 ?,242 2,407 2.621 2,736 ?,850 3,014 3,186 3.329 46 1.9 0.304 0.24 - 0.06 0.17 151.4 3,481 47 1.7 0.272 0.24 - 0.03 0.09 83.4 3,564 48 1.8 0.288 0.23 - 0.05 0.14 130.1 3,694 49 2.5 0.400 0.23 - 0.17 0.45 406.6 4,101 50 2.6 0.416 0.23 - 0.19 0.50 453.2 4.554 51 2.8 0.448 0.22 - 0.22 0.60 537.9 5,092 52 2.9 0.464 0.22 - 0.24 0.65 584.3 5,676 53 3.4 0.544. 0.22 - 0.33 0.87 783.8 6,460 54 3.4 0.544 0.21 - 0.33 0.88 791.6 7,252 55 2.3 0.368 0.21 - 0.16 0.42 378.0 7,630 56 2.3 0.368 0.21 - 0.16 0.43 385.7 8.015 57 2.7 0.432 0.20 - 0.23 0.61 546.5 8,562 58 2.6 0.416 0.20 0.22 0.57 515.6 9,077 59 2.6 0.416 0.20 - 0.22 0.58 522.9 9,600 60 2.5 0.400 0.19 - 0.21 0.55 491.9 10,092 61 2.4 0.384. 0.19 - 0.19 0.51 460.7 10,553 62 2.3 0.368 0.19 - 0.18 0.48 429.4 10,982 63 1.9 0.304 0.19 - 0.12 0.31 283.1 11,265 64 1.9 0.304 0.18 - 0.12 0.32 289.9 11,555 65 0.4 0.064 0.18 0.05 0.01 0.03 30.6 11,586 66. 0.4 0.064 0.18 0.05 0.01 0.03 30.6 11,617 67 0.3 0.048 0.17 0.04 0.01 0.03 23.0 11,640 68 0.3 0.048 0.17 0.04 0.01 0.03 23.0 11,663 69 0.5 0.080 0.17 0.06 0.02 0.04 38.3 11.701 70 0.5 0.080 0.17 0.06 0.02 0 '.04 38.3 11,739 71 0.5 0.080 0.16 0.06 0.02 0.04 38.3 11,777 72 0.4 0.064 0.16 0.05 0.01 0.03 30.6 11,808 73 0.4 0.064 0.16 0.05 0.01 0.03 30.6 11.939 74 0.4 0.064 0.16 0.05 0.01 0.03 30.6 11,869 75 0.3 0.048 0.16 0.04 0,01 0.03 23.0 11,892 76 0.2 0.032 0.15 0.03 0.01 0.02 15.3 11.908 77 0.3 0.048 0.15 0.04 0.01 0.03 23.0 11,931 78 0.4 0.064 0.15 0.05 0.01 0.03 30.6 11,961 79 0.3 0.048 0.15 0.04 0.01 0.03 23.0 11,984 80 02 0.032 0.14 0.03 0.01 0.02 15.3 12,000 81 0.3 0.048 0.14 0.04 0.01 0.03 23.0 12,023 82 0.3 0.048 0.14 0.04 0.01 0.03 23.0 12,046 83 0.3 0.048 0.14 0.04 0.01 0.03 23.0 12,069 84 0.2 0.032 0.14 0.03 0.01 0.02 15.3 12,084 85 0.3 0.048 0.14 0.04 0.01 0.03 23.0 12,107 86 0.2 0.032 0.13 0.03 0.01 0.02 15.3 12,122 . 87 0.3 0.048 0.13 0.04 0.01 0.03 23.0 12,145 88 0.2 . 0.032 0.13 0.03 0.01 0.02 1.5.3 12,160 89 0.3 0.048 0.13 0.04 0.01 0.03 23.0 12,183 90 0.2 0.032 0.13 0.03 0.01 0.02 15.3 12,199 91 0.2 0.032 0.13 0.03 0.01 0.02 15.3 12,214 92 0.2 0.032. 0.13 0.03 0.01 0.02 15.3 12,229 93 0.2 0.032 0.13 0.03 0.01 0.02 15.3 12,245 94 02 0.032 0.13 0.03 0.01 0.02 15.3 12,260 95 0.2 0.032 0.12 0.03 0.01 0.02 15.3 12.275 96 0.2 0.032 0.12 0.03 0.01 0.02 15.3 12,291 7 HADLEY VILLAS, SENIOR HOUSING, AREA 2 SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES 5.35 INFILTRATION DATE UNIT TIME - MINUTES 5 SOIL GROUP A 5/30/03 STORM FREQUENCY -YEARS 100 COVER Landscape CALC'D STORM DURATION -HOURS 3 RI NUMBER 32 M.D.H. TOTAL ADJUSTED STORM RAIN - INCHES 2.05 Fp 0.885 W.O. CONSTANT LOSS RATE - INCHES /HOUR 0.25 LAND USE SFR -1/4 AC 050323 LOW LOSS RATE - PERCENT 80 Ai 0.80 F 0.248 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF 1 1.3 0.320 0.25 0.07 0.39 115.6 116 2 1.3 0.320 0.25 - 0.07 0.39 115.6 231 3 1.1 0.271 0.25 - 0.02 0.12 36.6 268 4 1.5 0.369 0.25 - 0.12 0.65 194.5 462 5 1.5 0.369 0.25 - 0.12 0.65 194.5 657 6 1.8 0.443 0.25 - 0.20 1.04 313.0 970 7 t.5 0.369 0.25 - 0.12 0.65 194.5 1,164 8 1.8 0.443 0.25 - 0.20 1.04 313.0 1,477 9 1.8 0.443 0.25 - 0.20 1.04 313.0 1,790 10 1.5 0.369 0.25 - 0.12 0.65 194.5 1,985 Il 1.6 0.394 0.25 - 0.15 0.78 234.0 2,219 12 1.8 0.443 0.25 - 0.20 1.04 313.0 2,532 13 2.2 0.541 0.25 - 0.29 1.57 470.9 3,003 14 2.2 0.541 0.25 - 0.29 1.57 470.9 3,474 15 2.2 0.541 0.25 - 0.29 1.57 470.9 3,944 16 2.0 0.492 0.25 - 0.24 1.31 391.9 4,336 17 2.6 0.640 0.25 - 0.39 2.10 628.8 4,965 18 2.7 0.664 0.25 - 0.42 2.23 668.3 5,634 19 2.4 0.590 0.25 - 0.34 1.83 549.9 6.183 20 2.7 0.664 025 - 0.42 2.23 668.3 6,852 21 3.3 0.812 0.25 - 0.56 3.02 905.2 7,757 22 3.1 0.763 0.25 - 0.51 2.75 826.3 8,583 23 2.9 0.713 0.25 - 0.47 2.49 747.3 9,331 24 3.0 0.738 0.25 - 0.49 2.62 786.8 10,117 25 3.1 0.763 0.25 - 0.51 2.75 826.3 10,944 26 4.2 1.033 0.25 - 0.79 4.20 1260.6 12.204 27 5.0 1.230 0.25 - 0.98 5.25 1576.4 13,781 28 3.5 0.861 0.25 - 0.61 3.28 984.2 14,765 29 6.8 1.673 0.25 - 1.43. 7.62 2287.1 17,052 30 7.3 1.796 0.25 - 1.55 8.28 2484.5 19,536 31 8.2 2.017 0.25 - 1.77 9.47 2839.9 22,376 32 5.9 1.451 0.25 - 1.20 6.44 1931.8 24,308 33 2.0 0.492 0.25 - 0.24 1.31 391.9 24,700 34 1.8 0.443 0.25 - 0.20 1.04 313.0 25,013 35 1.8 0.443 0.25 - 0.20 1.04 313.0 25.326 36 0.6 0.148 0.25 0.12 0.03 0.16 47.4 25.373 HADLEY VILLAS, SENIOR HOUSING, AREA 2 SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DRAINAGE AREA -ACRES 5.35 INFILTRATION DATE UNIT TIME - MINUTES 5 SOIL GROUP A 5/30/03 STORM FREQUENCY -YEARS 100 COVER Landscape CALC'D STORM DURATION -HOURS 6 RI NUMBER 32 M.D.H. TOTAL ADJUSTED STORM RAIN - INCHES 2.50 Fp 0.885 W.O. CONSTANT LOSS RATE - INCHES /HOUR 0.25 LAND USE SFR -1/4 AC 050323 LOW LOSS RATE - PERCENT 80 Ai 0.80 F 0.248 UNIT TIME PATTERN STORM RAIN LOSS RATE IN /HR EFFECTIVE FLOW VOLUME VOLUME PERIOD PERCENT IN /HR RAIN IN /HR CFS CF TOTAL CF MAX L 1 0.5 0.150 0.25 0.12 0.03 0.16 48.2 48 2 0.6 0.180 0.25 0.14 0.04 0.19 57.8 106 3 -0.6 0.180 0.25 0.14 0.04 0.19 57.8 164 4 .0.6 0.180 0.25 0.14 0.04 0.19 57.8 221 5 0.6 0.180 0.25 0.14 0.04 0.19 57.8 279 6 0.7 0.210 0.25 0.17 0.04 0.22 67.4 347 7 0.7 0.210 0.25 0.17 0.04 0.22 67.4 414 8 0.7 0.210 0.25 0.17 0.04 0.22 67.4 482 9 0.7 0.210 025 0.17 0.04 0.22 67.4 549 10 '0.7 0.210 0.25 0.17 0.04 0.22 67.4 616 Il 0.7 0.210 0.25 0.17 0.04 0.22 67.4 '684 12 0.8 0.240 0.25 0.19 0.05 026 77.0 761 13 0.8 0.240 0.25 0.19 0.05 0.26 77.0 838 14 0.8 0.240 0.25 0.19 0.05 0.26 77.0 915 15 0.8 0.240 0.25 0.19 0.05 0.26 77.0 992 16 0.8 0.240 0.25 0.19 0.05 0.26 . 77.0 1,069 17 0.8 0.240 0.25 0.19 0.05 0.26. 77.0 1,146 18 0.8 0.240 0.25 0.19 .0.0'5 0.26 77.0 1,2.23 19 0.8 0.240 0.25 0.19 0.05 026 77.0 1.300 20 0.8 0.240 025 0:19 0.05. 0.26 77.0 1.377 21 0.8 0.240 0.25 0.19 0.05 0.26 77.0 1,454 22 0.8 0.240 0.25 0.19 0.05 0.26 77.0 1.531 23 0.8 0.240 0.25 0.19 0.05 0.26 77.0 1,608 24 0.9 0.270 0.25 - 0.02 0.12 35:6 1,644 25 0.8 0.240 0.25 0.19 0.05 0.26 77.0 1,721 26 0.9 0.270 0.25 - 0.02 0.12 35.6 1,757 27 0.9 .0.270 0.25 - 0.02 0.12 35.6 1.792 28 0.9 0.270 0.25 - 0.02 0.12 35.6 1,828 29 0.9 0.270 0.25 - 0.02. 0.12 35.6 1.863 30 0.9' 0.270 0.25 - 0.02 0.12 35.6 1.899 31 0.9 0.270 0.25 - 0.02 0.12 35.6 1.935 32 0.9 '0.270 0.25 - 0.02 0.12 35.6 1,970 33 1.0 0.300 0.25 - 0.05 0.28 83.8 2.054 34 1.0 0.300 0.25 - 0.05 028 83.8 2,138 35 1.0 0.300 0.25 - 0.05 0.28 83.8 2,272 36 1.0 0.300 0.25 - 0.05 0.28 83.8 2,305 37 1.0 0.300 0.25 - 0.05 0.28 83.8 2,389 38 1.1 0.330 0.25 - 0.08 044 131.9 2,521 39 1.1. 0.330 0.25 - 0.08 0.44 131.9 2.653 40 1.1 0.330 0.25 - 0.08 0.44 131:9 2,785 41 1.2 0.360 0.25 - 0.11 0.60 180.1 2,965 42 1.3 0.390 0.25 - 0.14 0.76 228.2 3,193 43 1.4 0.420 0.25 - 0.17 0.92 276.4 3,470 44 1.4 0.420 0.25 - 0.17 0.92 276.4 3,746 45 1.5 0.450 025 - 0.20 1.08 324.5 4.071 ifl 46 1.5 0.450 0.25 - 0.20 1.08 324.5 4,395 47 1.6 0.480 0.25 - 0.23 1.24 372.7 4,768 48 1.6 0.480 0.25 - 0.23 1.24 372.7 5,140 49 1.7 0:510 0.25 - 0.26 1.40 420.8 5,561 50 1.8 0.540 0.25 - 0.29 1.56 469.0 6,030 51 1.9 0.570 0.25 - 0.32 1.72 517.1 6,547 52 2.0 0.600 0.25 - 0.35 1.88 565.3 7,113 53 2.1 0.630 0.25 - 0.38 2.04 613.4 7,726 54 2.1 0.630 0.25 - 0.38 2.04 613.4 8,340 55 2.2 0.660 0.25 - 0.41 2.21 661.6 9,001 56 2.3 0.690 0.25 - 0.44 2.37 709.7 9.711 57 2.4 0.720 0.25 - 0.47 2.53 757.9 10,469 58 2.4 0.720 0.25 - 0.47 2.53 757.9 11,227 59 2.5 0.750 0.25 - 0.50 2.69 806.0 12,033 60 16 0.780 0.25 - 0.53 2.85 854.2 12,887 61 3.1 0.930 0.25 - 0.68 165 1094.9 13,982 62 3.6 1.080 0.25 - 0.83 4.45 1335.7 15,317 63 3.9 1.170 0.25 - 0.92 4.93 1480.1 16.798 64 4.2 1.260 0.25 - 1.01 5.42 1624.6 18,422 65 4.7 1.410 0.25 - 1.16 6.22 1865.3 20;288 66 5.6 1.680 0.25 - 1.43 7.66 2298.7. 22,586 67 4.9 1.470 0.25 - 1.22 6.54 1961.6 24,548 68 0.9 0.270 0.25 - 0.02 0.12 35.6 24,583 69 0.6 0. 180 0.25 0.14 0.04 0.19 57.8 24,641 70 0.5 0.150 0.25 0.12 0.03 0.16 48.2 24,689 71 0.3 0.090 0.25 0.07 0.02 0.16 28.9 24,718 72 0.2 0.060 0.25 0.05 0.01 0.06 19.3 24,738 MM DRAINAGE AREA -ACRES 5.35 UNIT TIME- MINUTES 15 STORM FREQUENCY -YEARS 100 STORM DURATION -HOURS 24 TOTAL ADJUSTED STORM RAIN - INCHES 4.00 CONSTANT LOSS RATE- INCHES /HOUR 0.248 LOW LOSS RATE - PERCENT 80 PERIOD 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 PATTERN (STORM F PERCENT IN /HR 0.2 0.032 0.44 0.03 0.3 0.048 0.43 0.04 0.3 0.048 0.43 0.04 0.4 0.064 0.42 0.05 0.3 0.048 0.42. 0.04 0.3 0.048 0.41 0.04 0.3- 0.048 0.41 0.04 0.4 0.064 0.40 0.05 0.4 0.064 0.40 0.05 0.4 0.064 0.39 0.05 0.5 0.080 0.39 0.06 0.5 0.080 0.38 0.06 0.5 0.080 0.38 0.06 0.5 0.080 0.37 0.06 0.5 0.080 0.37 0.06 0.6 0.096 0.36 0.08 0:6 0.096 0.36 0.08 0.7 0.112 0.36 0.09 0.7 0.112 0.35 0.09 0.8 0.128 0.35 0.10 0.6 0.096 0.34 0.08 0.7 0. 112 0.34 0,09 0.8 0.128 0.33 0.10 0.8 0.128 0.33 0.10 0.9 0.144 032 0.12 0.9 0.144 0.32 0.12 1.0 0.160 0.32 0.13 1.0 0.160 0.31 0.13 1.0 0.160 0.31 0.13 1.1 0.176 0.30 0.14 1.2 0.192 0.30 0.15 1.3 0.208 0.29 0.17 1.5 0.240 0.29 0.19 1.5 0.240 0.29 0.19 1.6 0.256 0.28 020 1.7 0.272 0.28 0.22 1.9 0.304 0.27 - 2.0 0.320 0.27 - 2.1 0.336 0.27 2.2 0.352 0.26 - 1.5 0.240 0.26 0.19 1.5 0.240 0.26 0.19 2.0 0.320 0.25 - 2.0 0.320 0.25 1.9 0.304 0.24 - RAIN IN /HR 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.02 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 . 0.05 0.05 0.05 0.05 0.03 0.05 0.07 0.09 0.05 0.05 0.07 0.07 0.06 1 2 OIL GROUP COVER RI NUMBER Fp LAND USE AI F FLOW CFS 0.03 0.05 0.05 0.07 0.05 0.05 0.05 0.07 0.07 0.07 0.09 0.09 0.09 0.09 0.09 0.10 0.10 0.12 0.12 0.14 0.10 0.12 0.14 0.14 0.15 0.15 0.17 0.17 0.17 0.19 0.21 0.22 0:26 0.26 0.27 0.29 0.16 0.26 0.37 0.48 0.26 0.26 0.37 0.39 0.32 A Landscape 32 0.885 SFR -1/4 AC 0.80 0.248 VOLUME CF 30.8 46.2 46.2 61.6 46.2 46.2 46.2 61.6 61.6 61.6 77.0 77.0 77.0 77.0 77.0 92.4 92.4 107.9 107.9 123.3 92.4 107.9 123.3 123.3 138.7 138.7 154.1. 154.1 154.1 169.5 184.9 200.3 231.1 231.1 246.5 261.9 141.8 237.6 333.3 428.8 231.1 231.1 329.0 346.7 287.2 5/30/03 1 M.D.H. 1 050323 1 TOTAL CF 31 77. 123 185 231 277 324 385 447 508 586 663 740, 817 894 986 1,079 1,186 1,294 1,418 1,510 1,618 1,741 1,864 2,003 2,142 2,296 2,450 2,604 2,773 2.958 3,159 3,390 3,621 3,867 4,129 4.271 4,509 4,842 5.271 5,502 5,733 6,062 6.409 6.696 11 0 12 46 1.9 0.304 0.24 - 0.06 0.34 304.6 7,001 47 1.7 0.272 0.24 - 0.03 0.19 167.7 7,168 48 1.8 0.288 0.23 - 0.05 0.29 261.7 7,430 49 2.5 0.400 0.23 - 0.17 0.91 817.8 8,248 50 2.6 0.416 0.23 - 0.19 .1.01 911.4 9,159 51 2.8 0.448 0.22 - 0.22 1.20 1081.9 10,241 52 2.9 0.464 0.22 - 0.24 1.31 1175.2 11,416 53 3.4 .0.544 0.22 - 0.33 1.75 1576.4 12,993 54 3.4 0.544 0.21 - 0.33 1.77 1592.2 14,585 55 2.3 0.368 0.21 - 0.16 0.84 760.3 15,345 56 2.3 0.368 0.21 - 0.1.6 0.86 775.7 16,121 57 2.7 0.432 0.20 - 0.23 1.22 1099.1 17,220 58 2.6 0.416 0.20 - 0.22 1.15 1037.0 18,257 59 2.6 0.416 0.20 - 0.22 1.17 1051.8 19,309 60 2.5 0.400 0.19 - 021 1.10 989.3 20,298 61 2.4 0.384 0.19 - 0.19 1.03 926.6 21,225 62 2.3 0.368 0.19 - 0.18 0.96 863.7 22,088 63 1.9 0.304 0.1.9 - 0.12 0.63 569.4 22,658 64 1.9 0.304 0.18 - 0.12 0.65 583.1 23,241 65 0.4 0.064 0.18 0.05 0.01 0.07. 61.6 23,303 66 0.4 0.064 0.18 0.05 0.01 0.07 61.6 23,364 67 0.3 0.048 0.17 0.04 0.01 0.05 46.2 23.410 68 0.3 0.048 0.17 0.04 0.01 0.05 46.2 23,457 69 0.5 0.080 0.17 0.06 0.02 0.09 77.0 23,534 70 0.5 0.080 0.17 0.06 0.02 0.09 77.0 23,611 71 0.5 0.080 0.16 0.06 0.02 0.09 77.0 23,688 72 0.4 0.064 0.16 .0.05 0.01 0.07 61.6 23,749 73 0.4 0.064 0.16 0.05 0.01 0.07 61.6 23.811 74 0.4 0.064 0.16 0.05 0.01 0.07 61.6 23,873 75 0.3 0.048 0.16 0.04 0.01 0.05 46.2 23.919 76. 0.2 0.032 0.15 0.03 0.01 0.03 30.8 23,950 77 0.3 0.048 0.15 0.04 0.01 0.05 4 6. 2) 23,996 78 0.4 0.064 0.15 0.05 0.01 0.07 61.6 24,058 79 0.3 0.048 0.15 0.04 0.01 0.05 46.2 24,104 80 0.2 0.032 0.14 0.03 0.01 0.03 30.8 24,135 81 0.3 0.048 0.14 0.04 0.01 0.05 46.2 24,181 82 0.3 0.048 0.14 0.04 0.01 0.05 46.2 24.227 83 0.3 0.048 0.14 0.04 0.01 0.05 46.2 24,273 84 0.2 0.032 0.14 0.03 0.01 0.03 30.8 24,304 85 0.3 0.048 0.14 0.04 0.01 0.05 46.2 24,350 86 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24,381 87 0.3 0.048. 0.13 0.04 0.01 0.05 46.2 24,427 88 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24,458 89 0.3 0.048 0.13 0.04 0.01 0.05 46.2 24,504 90 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24.535 91 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24,566 92 0.2 0.032 0.13 0.03 0.01 0,03 30.8 24,597 93 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24,628 94 0.2 0.032 0.13 0.03 0.01 0.03 30.8 24,658 95 0.2 0.032 0.12 0.03 0.01 0.03 30.8 24.689 96 0.2 0.032 0.12 0.03 0.01 0.03 30.8 24,720 12 w LEGEND % ODE NUMBER I I-- �BOUNDARY LIMITS I ga—L—SUB -AREA IN ACRES Qloo 100 YR. STORM RUNOFF CFS CUBIC FEET PER SECOND b Z:7t 0,0 TS� 11 7 (o .0 I I I -o 02 N rdl)tflA(Kf R ENGINEERING, INC. CIVIL ENGINEERI . LAND SURVEYING - PLANNING 68487 Highway I 11. Sutte 43 CCdheCf'ai CITY, CA 92734 Phone: 202 -1800 Fax: (760) 202-8267 .�; l gheergh ckerengineering.c HYDROLOGY MAP RATIONAL METHOD SCALE: 1"=120' K 4-41 A VBWE -47 Ck — 7, ox- A 44 c! on 100 > SP 0�. < 0 V--- v 0 22 215 W6 9 13 ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN.Engineering Software, (c) 1989 - 1999 Version 6.1 . Rational Hydrology Study Date: 06/02/03 File:DCIl.out --------------=--------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file. ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California- S/N `794 ------------------------------------------------------=----------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978.hydrology manual Storm event (year) = 100.00 Antecedent.Moisture Condition = 3 Standard intensity- duration curves data (Plate-D-4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 1001.0 Calculated rainfall intensity data: 1 hour intensity = 1..600(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++.... ..++± + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial.area flow distance = 530.000.(Ft.) Top (of initial area) elevation = 65.000(Ft.) Bottom (of initial area) elevation = 60.030(Ft.) Difference in elevation = 4.970(Ft.) Slope = 0.00938 s(percent) = 0.94 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.104 min. Rainfall intensity = 4.496(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient =0.861 Decimal fraction soil group A = 1.000 Decimal fraction.soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = .7.590(CFS.) Total initial stream area = 1.960(Ac.) Pervious area fraction = 0.200 }++. F.++±+++..}.}.}+++++ i..+++}..... ........ .++++. F + +t +t +t....i + +t +tt }.... ..{. Process from Point /Station 3.000 to Point /Station 2.000 *. * ** SUBAREA FLOW ADDITION * * ** APARTMENT subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 1.000 ,cimal fraction soil group B = 0.000 imal fraction soil group C = 0.000 ,ial fraction soil group D = 0.000 iex for soil (AMC 3) = 52.00 pus area fraction 0.200; Impervious fraction = 0.800 1-4 Time of concentration = 10.10 min. 'Rainfall intensity = 4.496(In /Hr) for a 100.0 year storm Subarea runoff = 2.711(CFS) for 0.700(Ac.) Total runoff = 10.301(CFS) Total area = 2.660(Ac.) End of computations, total study area = . 2.660 (Ac.) 15 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 06/02/03 File:DCIA.out ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------7------------------- Hacker Engineering, Yucca Valley, California - S /:N 794 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water-Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity- duration curves data (Plate D -4.1). For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 + + + + + + + + + + + +.4 ..... + + + + + + + + + + + + + ++ + + +..... +t + + +t.... +t + + + +t t-F t +....... Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL'AREA EVALUATION * * ** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of.initial area) elevation = 62.430(Ft.) Difference in elevation = 3.570(Ft.) Slope = 0.01020 s(percent)= 1.02 TC = k(0.323) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 8.416 min. Rainfall intensity= 4.999(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.864 Decimal *fraction soil group A = 1.000 Decimal fraction soil group B = 0.00.0 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(P.MC 3) = 52.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 6.093(CFS) Total initial stream area = .1.410(Ac.) Pervious area fraction = 0.200 '............{..i..... +1T ++ I.... +....... ..+..+'{ If' i..`.. ..+....+.....'+'.......... ..4.'i. Process from Point /Station 11.000 to Point /Station 12.000 * * ** P.IPEFLOW TRAVEL TIME (Program.estimated size) * * ** Upstream point /station elevation = 62.430(Ft.) Downstream point /station elevation = 60.4.30(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 6.093(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.093(CFS) Normal flow depth in pipe = 11.79(In.) lg Flow top :vidth inside pipe = 12.31(In.) Critical Depth = 11.96(In.) Pipe flow velocity = 5.89(Ft /s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 9.41 min. ++++++++++++++++++++++++-++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 12.000 * * ** SUBAREA FLOW ADDITION * * ** APARTMENT subarea type Runoff Coefficient = 0.863 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for.soil(AMC Pervious area fraction Time of concentration Rainfall intensity = Subarea runoff = Total runoff = 13. group A = 1.000 group B = 0.000 group C = 0.000 group D = 0.000 3) = 52.00 0.200; Impervious 9.41 min. 4.687(In /Hr) for 7.034(CFS) for 1 fraction = 0.800 a 100.0 year storm .740(Ac.) 127(CFS) Total area = 3.150(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.150(Ac.) Runoff from this stream = 13.127(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4.687(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 15.000 to Point /Station 12.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 660.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 61.530(Ft.) Difference in elevation = 4.470(Ft.) Slope = 0.00677. s(percent)= 0.68 TC = k(0.323) *[(length ^3) /(elevation change)1 ^0.2 Initial area time of concentration = 11.772 min. Rainfall intensity = 4.115(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 6.677(CFS) Total initial stream area = 1.890(Ac.) Pervious area fraction = 0.200 + . + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 15.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR. STREAMS * * ** Along Main Stream number: Stream flow area = ] Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 2 890(Ac.) 6.677 (CFS) 11.77 min. .115(In /Hr) 17 ............ + + + + + + + + + + + + + + + + + + . + + + + + + + + + + + + + T + + + + + . . + + + + + + + + + + + + + + + + + + + + + + + + J y + + + + Process from Point /Station 16.000 to Point /Station 12'.000 * ** *INITIAL AREA EVALUATION * * ** Initial area flow distance = 90.000(Ft.) Top (of initial area) elevation = 61.970(Ft.) Bottom (of initial area) elevation = 61:550(Ft.) Difference in elevation = 0.420(Ft.) Slope = 0.00467 s(percent)= 0.47 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.716 min. Rainfall intensity = 6.256(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.743(CFS) Total initial stream area = 0.320(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number Stream flow area = 0.320(Ac.) Runoff from this stream = 1.743(CFS) Time of concentration = 5.72 min. Rainfall intensity = 6.256(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.127 9.41 4.687 2. 6.677 11.77 4.115 3 1.743 5.72 6.256 Largest stream flow has longer or shorter time of concentration Qp = 13.127 + sum of Qa Tb /Ta 6.677 * 0.799 = 5.335 Qb Ia /Ib 1.743 * 0.749 = 1.305 Qp = 19.767 Total of 3 streams to confluence: Flow rates before confluence point: 13.127 6.677 1.743 Area of streams before confluence: 3.150 1.890 0.320 Results of confluence: Total flow rate = 19.767(CFS) Time of concentration = 9.406 min. Effective stream area after confluence = 5.360(Ac.) End of computations, total study area = 5.360 (Ac.) 68487 East Palm Canyon Drive, Suite 43 Cathedral City, California 92234 (760) 202 -1800 Fax: (760) 202 -8267 email: engineer@ hackerengineering.com HADLEY VILLAS, SENIOR HOUSING LOT 2_85, TRACT 24230 Client: CORNERSTONE DEVELOPERS WO No.: 030523 1 Calc'd: Date: 6/2/03 1 Chk'd: M.D.H. Catch Basin Capacity - Weir Equation Qi= CW(L +1.8W)d1.5 C.B. No's 1 - 4 CW= 2.3 W= 4 L= 3.75 d= 0.5 Sand Filter Sizing Calculations No. of Sandfilters= Homes /40 Leach Line= Homes(0.617) Homes= 64 No. of Sandfilters= 2 Leach Line= 40' 1 -1 N U U w pp O d a cp ri P -2 18 inch 1.19 cfs 12 0.67 ft /s I -3 p3 �4 79 '�ch 2 7ft�S 0 -1 20 19.22 cfs I SID 58'0 l z -o C a o co � y n 0 f� b -I Project Inventory Title: 030523 Project Engineer: Michael Hacker Project Date: 06/02/03 Comments: Hadley Villas Scenario Summary Scenario Base Physical Properties Alternal Base - Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alterr Base - Structure Headlosses Boundary Conditions Altern Base - Boundary Conditions Design Constraints Alternat Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Network Inventory Number of Pipes 4 Number of Inlets 4 Circular Pipes: 4 Grate Inlets: 0 Box Pipes: 0 Curb Inlets: 4 Arch Pipes: 0 Combination Inlets: 0 Vertical Elliptical Pipes: 0 Slot Inlets: 0 Horizontal Elliptical Pipes: 0 Grate Inlets in Ditch: 0 Number of Junctions 0 Generic Inlets: 0 Number of Outlets 2 Circular Pipes Inventory 18 inch 460.00 ft 24 inch 139.00 ft Total Length 599.00 ft Curb Inlet Inventory RivCo Std 300 (6 Curb) 1 RivCo Std 300 (6" Curb) 3 Title: 030523 Project Engineer: Michael Hacker g: \misc \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 (5.0010] 06/02/03 08:48:32 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 2'2 Analysis Results Scenario: Base Title: 030523 Project Engineer: Michael Hacker Project Date: 06/02/03. Comments: Hadley Villas Scenario Summary Scenario Base Physical Properties Alternative Base- Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Network Inventory Outlet: 0-1 Number of Pipes. 4 Number of Inlets 4 Circular Pipes: 4 Grate Inlets: 0 - Box Pipes: 0 Curb Inlets: 4 Arch Pipes: 0 Combination Inlets: 0 Vertical Elliptical Pipes: 0 Slot Inlets: 0 Horizontal Elliptical Pipes: 0 Grate Inlets in Ditch: 0 Number of Junctions 0 Generic Inlets: 0 Number of Outlets 2 (ft) (ft) 1 -1 Curb RivCo Std 300 (6 Curb) 6.09 6.09 0.00 N/A 100.0 61.16 61.05 0.11 Circular Pipes Inventory 1.19 1.19 0.55 14 18 inch 460.00 ft 24 inch 139.00 ft Total Length 599.00 .ft 6:68 0.00 N/A Curb Inlet Inventory RivCo Std 300 (6 Curb) 1 RivCo Std 300 (6" Curb) 3 Inlet elements for network with outlet: 0-1 Outlet: 0-1 Label Inlet Total Total Total Bypass Capture Hydraulic Hydraulic Gravity System System Intercepted Bypassed Target Efficiency Grade -Grade. Element Element Flow Flow Flow (°'o) Line In Line Out Headloss Line Out (cfs) (Cfs) (cfs) Flow (ft) (ft) (ft) 1 -1 Curb RivCo Std 300 (6 Curb) 6.09 6.09 0.00 N/A 100.0 61.16 61.05 0.11 1 -2 Curb RivCo Std 300 (6" Curb) 1.19 1.19 0.55 14 68.4 60.35 60.35 0 -00 1 -3 Curb RivC0 Std 300 (6" Curb) 19.22 6:68 0.00 N/A 100.0 60.34 59.99 0.35 Title: 030523 Project Engineer: Michael Hacker g:\ misc \dci - hadley \dci - hadley- sd.stm Hacker Engineering StormCAO v5:015.0010) 06/02/03 1.0:28:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1866 Page 1 23 Outlet: 0-1 Label Hydraulic Hydraulic Gravity System System System System System System Grade Grade Element Additional Known Rational Intensity Flow Time CA Line In Line Out Headloss Flow Flow Flow (in /hr) (min) (acres) (ft) (ft) (ft) (cfs) (cfs) (cfs) 0-1 59.40 59.40 0.00 19.22 0.00 0.00 0.00 12.18 0.00 Title: 030523 Project Engineer: Michael Hacker g:\ misc \dci - hadley \dci - hadley- sd.stm Hacker Engineering StormCAO v5:015.0010) 06/02/03 1.0:28:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1866 Page 1 23 Analysis Results Scenario: Base P-4 Circular 18 inch 14.00 1 0.059286 0.038049 10.85 6.49 56.03 55.20 57.29 Title: 030523 Project Engineer: Michael Hacker g:\ mist \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 (5.0010) 06/02/03 10:28:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 24 Outlet: 0 -2 Pipe elements for network with outlet: 0-1 Label Hydraulic Hydraulic Gravity System System Label Section Section Length Number Constructed Energy Total Average Upstream Downstream Hydraulic Headloss Flow Flow Shape Size (ft) of Slope Slope System Velocity Invert Invert Grade 0.00 0.00 10.14 0.00 Sections ( ft/ft) (ft/ft) Flow (ft/s) Elevation Elevation Line In Pipe elements for network with outlet: 0-2 Label Section Section Length Number Constructed Energy Total Average Upstream Downstream Hydraulic . (cfs) Size (ft) (ft) (ft) P -1 Circular 18 inch 356.00 1 0.005000 0.001989 6.09 3.45 59.10 57.32 61.05 P -2 Circular 18 inch 90.00 1 0.008111 0.000076 1.19 0.67 58.05 57.32 60.35 P -3 Circular 24 inch 139.00 1 0.003741 0.004272 19.22 6.12 57.22 56.70 59.99 Inlet elements for network with outlet: 0-2 Label Inlet Total Total Total Bypass Capture Hydraulic Hydraulic Gravity System Intercepted Bypassed Target Efficiency Grade Grade Element Flow Flow Flow N Line In Line Out Headloss (cfs) (cfs) (cfs) (ft) (ft) (ft) 1-4 Curb RivCo Std 300 (6" Curb) 10.85 8.14 0.00 N/A 100.0 57.73 57.29 0.44 P-4 Circular 18 inch 14.00 1 0.059286 0.038049 10.85 6.49 56.03 55.20 57.29 Title: 030523 Project Engineer: Michael Hacker g:\ mist \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 (5.0010) 06/02/03 10:28:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 24 Outlet: 0 -2 Label Hydraulic Hydraulic Gravity System System System System System System Grade Grade Element Additional Known Rational Intensity Flow Time CA Line In Line Out Headloss Flow Flow Flow (in/hr) (min) (acres) (ft) (ft) (ft) (cfs) (cfs) (cfs) 0-2 56.90 56.90 0.00 10.85 0.00 0.00 0.00 10.14 0.00 Pipe elements for network with outlet: 0-2 Label Section Section Length Number Constructed Energy Total Average Upstream Downstream Hydraulic Shape Size (ft) of Slope Slope System Velocity Invert Invert Grade Sections ( ft/ft) (f /ft) Flow (ft/s) Elevation Elevation Line In (cfs) (ft) (ft) (ft) P-4 Circular 18 inch 14.00 1 0.059286 0.038049 10.85 6.49 56.03 55.20 57.29 Title: 030523 Project Engineer: Michael Hacker g:\ mist \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 (5.0010) 06/02/03 10:28:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 24 Detailed Report for Inlet: 1 -1 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base- Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost-Alternative Base -Cost User Data Alternative Base -User Data Geometric Summary X 4,588.62 ft Calculated Station 4 +95 ft Y 4,890.92 ft Elevations Ground Elevation 63.10 ft Hydraulic Grade Line In 61.16 ft Rim Elevation 63.10 ft Hydraulic Grade Line Out 61.05 ft Sump Elevation 59.10 ft Headlosses Gravity Element Headloss 0.11 ft Depth Out 1.95 ft Headloss Method Standard Velocity Out 3.45 ft/s Headloss Coefficient 0.60 Velocity Head Out. 0.18 ft System Flow Summary Total System Flow 6.09 cfs System Rational Flow 0.00 cfs System Flow Time 8.50 min System Additional Flow 6.09 cfs System Intensity 0.00 in /hr System Known Flow 0.00 cfs System CA 0.00 acres Total Diverted Flow In 0.00 cfs Incoming Diverted Flow Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs Total Diverted Flow In 0.00 cfs Inlet Flow Summary Area 0.00 acres Composite Rational C 0.00 Inlet CA 0.00 acres Carryover CA 0.00 acres Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in /hr Total Inlet Rational Flow 0.00 cfs - Total Inlet Time of Concentration 8.50 min Total Inlet Additional Flow 6.09 cfs Total Inlet Known Flow 0.00 cfs Total Flow To Inlet 6.09 cfs. Inlet Characteristics Inlet Type Curb Inlet Inlet Location In Sag Inlet Curb RivCo Std 300 (6 Curb) Curb Opening Length 3.75 ft Inlet Section Properties Gutter Section Road Cross Slope 0.020 : ft/ft Depressed Gutter? true. Gutter Cross Slope 0:042 ft/ft Gutter Width 4.00 ft Title: 030523 Project Engineer: Michael Hacker g: \miscidci- hadley \dci- hadley- sd.stm Hacker Engineering StormCAD v5.0 {5:0010] 06/02/03 10:28:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 25 Detailed Report for Inlet: 1 -1 External Pipe Flow External CA 0.00 acres External Time of Concentration 0.00 min Intercepted Flow Summary Intercepted Rational Flow Intercepted Additional Flow Intercepted Known Flow Total Intercepted Flow 0.00 cfs 6.09 cfs 0.00 cfs 6.09 cfs Intercepted CA Intercepted Intensity Intercepted Tc Capture Efficiency 0.00 acres 0.00 in /hr 8.50 min 100.0 % Upstream Piped Flow Summary Upstream Rational Flow Upstream Additional Flow Upstream Known Flow Total Upstream Flow 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Upstream CA Upstream Intensity Upstream Time Of Concentration 0.00 acres 0.00 in /hr 0.00 min Design Constraints Summary Pipe Matching Matchline Offset . Design Structure Elevation? Inverts 0.20 ft true Allow Drop Structure? Local Pipe Matching Constraints? Desired Sump Depth true false 0.00 ft User Data Date Installed Title: 030523 Project Engineer: Michael Hacker g: \misc \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:28:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 26 Detailed Report for Inlet: 1 -2 Scenario Summary Scenario Base Physical Properties Alternative Base- Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base- Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Geometric Summary X 4,473.12 ft Calculated Station 2 +29 ft Y 4,556.57 ft Elevations Ground Elevation 62.05 ft Hydraulic Grade Line In 60.35 ft Rim Elevation 62.05 ft Hydraulic-Grade Line Out 60.35 ft Sump Elevation 58.05 ft Headlosses Gravity Element Headloss 0.00 ft Depth Out 2.30 ft Headloss Method Standard Velocity Out 0:67 ft/s Headloss Coefficient 0.60 Velocity Head Out 0.01 ft System Flow Summary Total System Flow 1.19 cfs System Rational Flow 0.00 cfs System Flow Time 5.70 min System Additional Flow 1.19 cfs System Intensity 0.00 in /hr System Known Flow 0.00 cfs System CA 0.00 acres Total Diverted Flow In 0.00 cfs Incoming Diverted Flow Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs Total Diverted Flow In 0.00 cfs Inlet Flow Summary Area 0.00 acres Composite Rational C 0.00 Inlet CA 0.00 acres Carryover CA 0.00 acres Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in /hr Total Inlet Rational Flow 0.00 cfs Total Inlet Time of Concentration 5.70 min Total Inlet Additional Flow 1.74 cfs Total Inlet Known Flow 0.00 cfs Total Flow To Inlet 1.74 cfs Inlet Characteristics Inlet Type Curb Inlet Inlet Location On Grade Inlet Curb RivCo Std 300 (6" Curb) Curb Opening Length 3.75 ft Inlet Section Properties Gutter Section Road Cross Slope 0.020 ft/ft .Depressed Gutter? true Gutter Cross Slope 0.042 ft/ft Gutter Width 4.00 ft Bypass Target 1 -4 Longitudinal Slope 0.005000 ft/ft Mannings n 0.012 Title: 030523 Project Engineer: Michael Hacker g: \misc \dci- hadley \dci - hadley- sd.stm HackerEngineering StormCAD v5.0 [5.0010] 06/02/03 10:29:00 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 -USA +1 -203- 755 -1666 Page 3 27 Detailed Report for Inlet: 1 -2 External Pipe Flow External CA 0.00 acres External Time of Concentration 0.00 min Intercepted Flow Summary Intercepted Rational Flow Intercepted Additional Flow Intercepted Known Flow Total Intercepted Flow 0.00 cfs 1.19 cfs 0.00 cfs 1.19 cfs Intercepted CA Intercepted Intensity Intercepted Tc Capture Efficiency 0.00 acres 0.00 in /hr 5.70 min 68.4 % Upstream Piped Flow Summary Upstream Rational Flow Upstream Additional Flow Upstream Known Flow Total Upstream Flow 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Upstream CA Upstream Intensity Upstream Time Of Concentration 0.00 acres 0.00 in /hr 0.00 min Design Constraints Summary Pipe Matching Matchline Offset Design Structure Elevation? Inverts 0.20 ft false Allow Drop Structure? Local Pipe Matching Constraints? Desired Sump Depth true false 0.00 ft User Data Date Installed Title: 030523 Project Engineer: Michael Hacker g: \mist \dci- hadley \dci - hadley- sd.stm Hacker Engineering StomnCAD v5.0 [5.0010] 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 4 28 Detailed Report for Inlet: 1 -3 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base- System Flows 'Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Geometric Summary X 4,563.25 ft Calculated Station 1 +39 ft Y 4,551.87 ft Elevations Ground Elevation 62.03 ft Hydraulic Grade Line In 60.34 ft Rim Elevation 62.03 ft Hydraulic Grade Line Out 59.99 ft Sump Elevation 57.22 ft Headlosses Gravity Element Headloss 0.35 ft Depth Out 2.77 ft Headloss Method Standard Velocity Out 6.12 ft/s Headloss Coefficient 0.60 Velocity Head Out 0.58 ft System Flow Summary Total System Flow 19.22 cfs System Rational Flow 0.00 cfs System Flow Time 11.80 min System Additional Flow 19.22 cfs System Intensity 0.00 in /hr System Known Flow 0.00 cfs System CA 0.00 acres Total Diverted Flow In 0.00 cfs Incoming Diverted Flow Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs Total Diverted Flow In 0.00 cfs Inlet Flow Summary Area 0.00 acres Composite Rational C 0.00 Inlet CA 0.00 acres Carryover CA 0.00 acres Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in /hr Total Inlet Rational Flow 0.00 'cfs Total Inlet Time of Concentration 11.80 min Total Inlet Additional Flow 6.68 cfs Total Inlet Known Flow 0.00 cfs Total Flow To Inlet 6.68 cfs Inlet Characteristics Inlet Type Curb Inlet Inlet Location In Sag Inlet Curb RivCo Std 300 (6" Curb) Curb Opening Length 3.75 ft Inlet Section Properties Gutter Section Road Cross Slope 0.020 ft/ft Depressed Gutter? true Gutter Cross Slope 0.042 ft/ft Gutter Width 4.00 ft Title: 030523 Project 'Engineer: Michael Hacker g:\ mist \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.045:00101 06/02103 10:29:00 AM O Haestad Methods, ­Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 5 29 Detailed Report for Inlet: 1 -3 External Pipe Flow External CA 0.00 acres External Time of Concentration 0.00 min Intercepted Flow Summary Intercepted Rational Flow 0.00 cfs Intercepted CA 0.00 acres Intercepted Additional Flow 6.68 cfs Intercepted Intensity 0.00 in /hr Intercepted Known Flow 0.00 cfs Intercepted Tc 11.80 min Total Intercepted Flow 6.68 cfs Capture Efficiency 100.0 Upstream Piped Flow Summary Upstream Rational Flow 0.00 cfs Upstream CA 0.00 acres Upstream Additional Flow 7.28 cfs Upstream Intensity 0.00 in /hr Upstream Known Flow 0.00 cfs Upstream Time Of Concentration 10.22 min Total Upstream Flow 7.28 cfs Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? true Matchline Offset 0.20 ft Local,Pipe Matching Constraints? false Design Structure Elevation? false Desired Sump Depth 0.00 ft User Data Date Installed Title: 030523 Project Engineer: Michael Hacker g: \misc \dci - hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:00 AM. O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 6 30 Detailed Report for Inlet: 1 -4 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base- Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Geometric Summary X 4,203.34 ft Calculated Station 0 +14 ft Y 4,607.42 ft Elevations Ground Elevation 60.70 ft Hydraulic Grade Line In 57.73 ft Rim Elevation 60.70 ft Hydraulic Grade Line Out 57.29 ft Sump Elevation 56.103 ft Headlosses Gravity Element Headloss 0.44 ft Depth Out 1.26 ft Headloss Method Standard Velocity Out 6.83 ft/s Headloss Coefficient 0.60 Velocity Head Out. 0.73 ft System Flow Summary Total System Flow 10.85 cfs System Rational Flow 0.00 cfs System Flow Time 10.10 min System Additional Flow 10.85 cfs System Intensity 0.00 in /hr System Known Flow •0.00 cfs System CA 0.00 acres Total Diverted Flow In 0.00 cfs Incoming Diverted Flow Local Diverted Flow In 0.00 cfs Global Diverted flow In 0.00 cfs Total Diverted Flow In 0.00 cfs Inlet Flow Summary Area 0.00 acres Composite Rational C 0.00 Inlet CA 0.00 acres Carryover CA 0.00 acres Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in /hr Total Inlet Rational Flow 0.00 cfs Total Inlet Time of Concentration 10.10 min Total Inlet Additional Flow 8.14 .cfs Total Inlet Known Flow 0.00 cfs Total Flow To Inlet 8.14 cfs Inlet Characteristics Inlet Type Curb Inlet Inlet Location In Sag Inlet Curb RivCo Std 300 (6" Curb) Curb Opening Length 3.75 ft Inlet Section Properties Gutter Section Road Cross Slope 0.020 M Depressed Gutter? true Gutter Cross Slope 0.1742 ft/ft Gutter Width 4.00 ft Title: 030523 Project Engineer: Michael Hacker g:\ mist \dci- hadley\dci- hadley - sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06102103 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT,06708 USA +1 -203- 755 -1666 Page 7 31 Detailed Report for Inlet: 1-4 External Pipe Flow External CA 0.00 acres External Time of Concentration 0.00 min Intercepted Flow Summary Intercepted Rational Flow 0.00 cfs Intercepted CA 0.00 acres Intercepted Additional Flow 8.14 cfs Intercepted Intensity '0.00 in /hr Intercepted Known Flow 0.00 cfs Intercepted Tc 10.10 min Total Intercepted Flow 8.14 cfs Capture Efficiency 100.0 % Upstream Piped Flow.Summary Upstream Rational Flow 0.00 cfs Upstream CA 0.00 acres Upstream Additional Flow 0.00 cfs Upstream Intensity 0.00 in /hr Upstream Known Flow 0.00 cfs Upstream Time Of Concentration 0.00 min Total Upstream Flow 0.00 cfs Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? true Matchline Offset 0.20 ft Local Pipe Matching Constraints? false Design Structure Elevation? true Desired Sump Depth 0.00 ft User Data Date Installed Title: 030523 Project Engineer: Michael Hacker g: \misc \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 8 32 Detailed Report for Outlet: 0-1 Scenario Summary Scenario Physical Properties Alternative Catchments Alternative System Flows Alternative Structure Headlosses Alternative Boundary Conditions Alternative Design Constraints Alternative Capital Cost Alternative User Data Alternative Base Base - Physical Properties Base - Catchments Base - System Flows Base - Structure Headlosses Base - Boundary Conditions Base- Design Constraints Base -Cost Base -User Data Geometric Summary X Y 4.683.98 ft 4,483.60 ft Station 0 +00 ft Elevations Ground Elevation Rim Elevation 58.70 It 58.70 ft Sump Elevation 56.70 It Tailwater Hydraulics Tailwater Condition User - Specified Hydraulic Grade Line Out 59.40 It System Flow Summary Total System Flow System Flow Time System Intensity System CA Total Diverted Flow In 19.22 cfs 12.18 min 0.00 in /hr 0.00 acres 0.00 cfs System Rational Flow System Known Flow System Additional Flow Total Lost Surface Flow 0.00 0.00 19.22 0.00 cfs cfs cfs cfs ' Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfs 0.00 cfs Global Diverted Flow In 0.00 cfs Design Constraints Summary Pipe Matching Matchline Offset Design Structure Elevation? Inverts 0.20 ft false Allow Drop Structure? Local Pipe Matching Constraints? Desired Sump Depth true false 0.00 ft User Data Date Installed Message List Time (hr) Message Warning: Structure is flooded. Title: 030523 Project Engineer: Michael Hacker g:\misc \dci - hadley \dci - hadley - sd.stm Hacker Engineering StormCAD v5.0 {5.0010] 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT•06708 USA +1 -203- 755 -1666 Page 9 33 Detailed Report for Outlet: 0-2 Scenario Summary Scenario Physical Properties Alternative Catchments Alternative System Flows Alternative Structure Headlosses Alternative Boundary Conditions Alternative Design Constraints Alternative Capital Cost Alternative User Data Alternative Base Base - Physical Properties Base - Catchments Base - System Flows Base - Structure Headlosses Base - Boundary Conditions Base - Design Constraints Base -Cost Base -User Data Geometric Summary X Y 4,200.34 ft 4,593.36 ft Station 0 +00 ft Elevations Ground Elevation Rim Elevation 56.70 ft 56.70 ft Sump Elevation 55.20 ft Tailwater Hydraulics Tailwater Condition User - Specified Hydraulic Grade Line Out 56.90 ft System Flow Summary Total System Flow System Flow Time System Intensity System CA Total Diverted Flow In 10.85 cfs 10.14 min 0.00 in /hr 0.00 acres 0.00 cfs System Rational Flow System Known Flow System Additional Flow Total Lost Surface Flow 0.00 0.00 10.85 0.00 cfs cfs cfs cfs Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfs 0.00 cfs Global Diverted Flow In 0.00 cfs Design Constraints Summary Pipe Matching Matchline Offset Design Structure Elevation? Inverts 0.20 ft true Allow Drop Structure? Local Pipe Matching Constraints? Desired Sump Depth true false 0.00 ft User Data Date Installed Message List Time (hr) Message Warning: Structure is flooded. Title: 030523 Project Engineer: Michael Hacker g:\misc \dci - hadley \dci - hadley - sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 10 34 Detailed Report for Pipe: P -1 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base- Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Pipe Characteristics Upstream Node 1 -1 Number of Sections 1 Downstream Node 1 -3 Section Shape Circular Bend Angle 64.47 degrees Section Size 18 inch Length 356.00 ft Material PVC Constructed Slope 0.005000 ft/ft Mannings n 0.010 Hydraulic Summary Total System Flow 6.09 cfs Full Capacity 9.66 cfs Profile Description Pressure Energy Slope 0.001989 ft/ft Gravity.Element Headloss 0.71 ft Velocity In 3.45 ft/s Average Velocity 3.45 ft/s Velocity Out 3.45 ft/s Constructed Slope 0:005000 ft/ft Design Capacity 9.66 cfs Excess Full Capacity 3.57 cfs Excess Design Capacity 3.57 cfs Elevations /Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) (ft) Upstream 59.10 63.10 60.60 2.50 1.95 61.05 61.24 Downstrear 57.32 62.03 58.82 3.21 3.02 60.34 60.53 Pipe Design Options Design Pipe? true Design Upstream Invert? true Design Downstream Invert? true Specify Local Pipe Constraints? false Part Full Design? false Design Percent Full N/A % Allow Multiple Sections? false Maximum Number Sections N/A Limit Section Size? false Maximum Section Rise N/A in Pipe Design Constraints Minimum Velocity 2.00 ft/s Maximum Velocity 15.00 fUs Minimum Cover 1.00 ft Maximum Cover 15.00 ft Minimum Slope 0.005000 ft/ft Maximum Slope 0.100000 ft/ft User Data Date Installed Title: 030523 Project Engineer: Michael Hacker g:\misc\dci-hadley\dci-hadley--sd.stm Hacker Engineering StormCAD v5.0,[5.0010) 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 11 35 Detailed Report for Pipe: P -2 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Pipe Characteristics Upstream Node 1 -2 Number of Sections 1 Downstream Node 1 -3 Section Shape Circular Bend Angle 26.50 degrees Section Size 18 inch Length 90.00 ft Material PVC Constructed Slope 0.008111 ft/ft Mannings n 0.010 Hydraulic Summary Total System Flow 1.19 cfs Full Capacity 12.30 cfs Profile Description Pressure Energy Slope 0.000076 ft/ft Gravity Element Headloss 0.01 ft Velocity In 0.67 ft/s Average Velocity 0.67 ft/s Velocity Out 0.67 ft/s Constructed Slope 0.008111 ft/ft Design Capacity 12.30 cfs Excess Full Capacity 11.11 cfs Excess Design Capacity 11.11 cfs Elevations /Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) Upstream 58.05 62.05 59.55 2.50 2.30 60.35 60.36 Downstrear 57.32 62.03 58.82 3.21 3.02 60.34 60.35 Pipe Design Options Design Pipe? true Design Upstream Invert? true Design Downstream Invert? true Specify Local Pipe Constraints? false Part Full Design? false Design Percent Full N/A % Allow Multiple Sections? false Maximum Number Sections N/A Limit Section Size? false Maximum Section Rise N/A in Pipe Design Constraints Minimum Velocity 2.00 ft/s Maximum Velocity 15.00 ft/s Minimum Cover 1.00 ft Maximum Cover 15.00 ft Minimum Slope 0.005000 ft/ft Maximum Slope 0.100000 ft/ft User Data Date Installed Message List Time (hr) Message Title: 030523 Project Engineer: Michael Hacker g: \misc \dci- hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 12 36 - •. 1 Detailed Report for Pipe: P -3 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base- Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base- Boundary Conditions . Design Constraints Alternative Base- Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Pipe Characteristics Upstream Node 1 -3 Number of Sections 1 Downstream Node 0-1 Section Shape Circular Bend Angle 0.00 degrees Section Size 24 inch Length 139.00 ft Material PVC Constructed Slope 0.003741 ft/ft Mannings n 0.010 Hydraulic Summary Total System Flow 19.22 cfs Full Capacity 17.99 cfs Profile Description Pressure Energy Slope 0.004272 ft/ft Gravity Element Headloss 0.59 ft Velocity In 6.12 ft/s Average Velocity 6.12 ft/s Velocity Out 6.12 ft/s Constructed Slope 0.003741 ft/ft Design Capacity 17.99 cfs Excess Full Capacity -1.23 cfs Excess Design Capacity -1.23 cfs Elevations /Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) (ft) Upstream 57.22 62.03 59.22 2.81 2.77 59.99 60.58 Downstrear 56.70 58.70 58.70 0.00 2.70 59.40 59.98 Pipe Design Options Design Pipe? true Design Upstream Invert? true Design Downstream Invert? true Specify Local Pipe Constraints? false Part Full Design? false Design Percent Full N/A % Allow Multiple Sections? false Maximum Number Sections N/A Limit Section Size? false Maximum Section Rise N/A in Pipe Design Constraints Minimum Velocity 2.90 ft/s Maximum Velocity 15.00 ft/s Minimum Cover 1.00 ft Maximum Cover 15.00 ft Minimum Slope 0,005000 f ift Maximum Slope 0.100000 ft/ft User Data Date Installed Message List Time (hr) Message Title: 030523 Project Engineer: Michael Hacker g:\ misc \dci- hadley\dci- hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:01 AM © Haestad Methods, Inc. 37 Brookside'Road Waterbury, CT 06708 USA +1 -203- 755-1866 Page 14 37 . P, Detailed Report for Pipe: P-4 Scenario Summary Scenario Base Physical Properties Alternative Base - Physical Properties Catchments Alternative Base - Catchments System Flows Alternative Base - System Flows Structure Headlosses Alternative Base - Structure Headlosses Boundary Conditions Alternative Base - Boundary Conditions Design Constraints Alternative Base - Design Constraints Capital Cost Alternative Base -Cost User Data Alternative Base -User Data Pipe Characteristics Upstream Node 1-4 Number of Sections 1 Downstream Node 0-2 Section Shape Circular Bend Angle 0.00 degrees Section Size 18 inch Length 14.00 ft Material PVC Constructed Slope 0.059286 ft/ft Mannings n 0.010 Hydraulic Summary Total System Flow 10.85 cfs Full Capacity 33.25 cfs Profile Description Composite Pressure S1 S2 Energy Slope 0.038049 ft/ft Gravity Element Headloss 0.39 ft Velocity In 6.83 ft/s Average Velocity 6.49 ft/s Velocity Out 6.14 ft/s Constructed Slope 0.059286 ft/ft Design Capacity 33.25 cfs Excess Full Capacity 22.40 cfs Excess Design Capacity 22.40 cfs Elevations /Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) (ft) Upstream 56.03 60.70 57.53 3.17 1.26 57.29 58.02 Downstrear 55.20 56.70 56.70 0.00 1.70 56.90 57.49 Pipe Design Options Design Pipe? true Design Upstream Invert? true Design Downstream Invert? true Specify Local Pipe Constraints? false Part Full Design? false Design Percent Full N/A % Allow Multiple Sections? false Maximum Number Sections N/A Limit Section Size? false Maximum Section Rise N/A in Pipe Design Constraints Minimum Velocity 2.00 ft/s Maximum Velocity 15.00 ft/s Minimum Cover 1.00 ft Maximum Cover 15.00 ft Minimum Slope 0.005000 ft/ft Maximum Slope 0.100000 ft/ft User Data Date Installed Message List Time (hr) Message Title: 030523 Project Engineer: Michael Hacker g: \misc \dci - hadley \dci - hadley- sd.stm Hacker Engineering StormCAD v5.0 [5.0010] 06/02/03 10:29:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1686 Page 16 38 I q�r 47 o I , SCALE, I* -.a SHEET 5 OF 11 1 I) SD r — / SHEET 6 OF 11. - - -- -- _�- D- -E G _ B - SHEET 7 OF 11 6WN . � arrauoumtal wm saw o3o8Y 9OS vEEPARM M ��� � A"N""D CITY OF LA QUINTA M Dye INDEX SITE PLAN W Ba MEEnM W— �9' — WbN 1 BCPH a . e aRUCNM STREET oal oRC " HADLEY VILLAS 01iND�LE, C� 91202 -]662 RRONE: (818) 2U -0120 rax: (616) 2n -0671 E""�i° 01° OTNV J 55 ATL 03 SOUTHERN CALIFORNIA PRESBYTERIAN HOMES weuc of c". 12-V ENaNEEa LA QUINTA. CALIFORNIA u0. D.1IE OES�1lW Bi oan- R.C.E. N0. 4SB43, E%P. 12 -31 -06 ` F w z( SAVE• 1' .>D ' IIr E 'DRIVE WAY Cil'MN PR -RR' I I' Owbl Y n6 •A -A• LOUROR CONSTRUCTION NOTES ONSITE IMPROVEMENTS: COR9,RUC1 i3" K OJRt .' AB (Rn[ B) ODP SOIa R[Ptln I 1 Qz ca.srmu, r K ocR .- Aa mnc o) Pm soAS REP9R, g/� carslurr s" n¢ awl ." A9 f,ra e) PcR 5ats R[POm "J Cf.MIRUti a' CWKid,E CURB qFr Pq Onu "�. OS CPVSfWCr e• CoJJ[REt[ CDRa Am cvrrN nd onu b'. © CbK,RUt, >a' DDKRLIE OJJtER n01 M,.'t •C'. OCORb,RUt, 0' 1p 6' OR 6" CUM IKE ,R/J.9nOw PU O<,AL b'. Qe ('.OxSIR1.'C, � Iwi0[ COxfJ¢R SOE'RUA Qc9RSTxvc1 mASw anmwRE nfR Nrcr.rzc,s nlw.s cawsmucr oRbE JJNrmKJI ,rRE c Pu AwA sro 1 I Q©ccamnc, clam oaw x -.• ours. use : Pu .nw. -sm .v-: COtKIR1K, w6xpCW RwP PEN DRAA T'. 0 REp.E LIDIIMt CURB AM Wln[R ARD 5•mEw.lR O R>:wM DvSNnC K Nwa PRD REn{K( wRw rULL OLnM K 19 [wO.E fx51u10 ,q6 16 vROwL[ VJ6M JgKr RdA'R /.Iff . JCP AVA 52..]s -i* i© tbxsrROtl RwmHP RJJJP, CAS[ .PER Jprb sm. RO. 111.2 1® DONSmUtf WOOL wAtl PER bwb SIO. RD. 601 -� nn[ : ' 19®nTV1 Ra.0:FAP SCR POI a,Al Ox 9ilF, l COrTRUt, JOnOwJU ARD wm RAn RR D[ul 'J' J Ln F o a _ •:� is �• �.`.:.. ,:.c... I i N 14 o d W f I� ui cn• �g Q G O e 1 I g I o �I Ig eularNi aYY wl A6F1w11 OCKIS,C tt PRpv[Rlr MATCH 11NE I �� I ar �o.� w«""crFxa �� CURB SEE SHEET 7 OF 11 11901@ ���^ 9fay. PINFARM� CITY OF LA QUINPA PRECISE GRADING PLAN 516 BRUCK IT MEET p�m pq0 m g a CLENDALE. CA 91202 -M6I HADLEY VILLAS PRONE: (file) 242 -0420 FA (618) 217-3e71 01m D1NY J s I �OA;IE - SOUTHERN CALIFORNIA PRESBYTERIAN HOMES Y •�atrDJ �, 6 11 8 3. "P. 12tt ERWNEFR LA OUINTA, CALIFORNIA Na DA¢ DFUa�nav er R.C.E. R.c.E. ND. A6e6S, CI. 12-01 -Da HYDROLOGIC AND HYDRAULIC ANALYSIS LAKE LA QUINTA TENTATIVE TRACT. NO. 24230 LA QUINTA, CALIFORNIA AUGUST, 1989 "6 > Prepared for: A.G. Spanos Construction, Inc. 9449 Friars Road San Diego, California 92108 Prepared by: Main-i-ero Smith/Spiska Engineering a Joint Venture 77.7 East Tahquitz Way', Suite 361, Palin Springs, California 92262 (619) 320-9811 967- I -. j t TABLE OF CONTENTS PAGE A. Project Description 1 B. Hydrology 2 C. On -site Drainage System 4 D.' Off -site Drainage System 7 E. Conclusions and Recommendations 9 Appendix I Rational Method 10 Year Storm II Rational Method 100 Year Storm III Computations B Sizing and Pipe IV Rational Method Computations of On -site Storm Runoff Computations of On -site Storm Runoff - :)r Lake Storage Requirements, Catch Basin Sizing Computations. of Off -site Storm Runoff PROJECT DESCRIPTION r The proposed development will consist of 281 single - family residential sites, 10.1 acres of multi- family units and 20.4 acres of commercial use on.approximately 151 acres. The project is located in the southeast one quarter of Section 30, T.5S., R.7E., S.B.B.M., in the City of La Quinta, California. It is bounded on the west by Washington Street, on the north by.47th Avenue, on the east by Adams Street, and on the south by 48th Avenue. Figure l is a vicinity map showing the project location. Soils at the project site are primarily sand and sandy loam in nature, and have a low to moderate potential for runoff. A soils map, Figure 2, has been taken from the Soil Survey of Riverside County, California Coachella Valley Area, as.prepared l by the Soil Conservation Service', and included for reference. For the purposes of this analysis, a uniform soil grouping of B has been selected. In its approval of Tentative Tract No. 24230, the City of La Quinta imposed a condition that the project retain 100 -year storm drainage on -site and /or construct a piped drainage system to the La Quinta Evacuation Channel, including street drainage flow from the adjacent one -half width street sections adjacent to the project. The proposed drainage plan meets this condition for Basins A through T and Basin V. Runoff from Basin U, which is tributary to the proposed low point in 48th Avenue will be conveyed to The Pyramids for storage and infiltration. 1 �e2 HYDROLOGY The Flood Insurance Rate Map (FIRM) , prepared by the Federal Emergency Management Agency for unincorporated portions of Riverside County designate the project" site as Zone C. Zone C designation indicates that the site will be free of inundation from off -site sources during a.100 -year runoff event. A copy of a portion of FIRM Panel 2260A is included as Figure 3. for reference. The Riverside County Flood Control and Water Conservation District (RCFC & WCD) Hydrology Manual has been used as the basis of this analysis and report. The project site was divided into basins and sub-basins,.. as shown on the Drainage Plan, based on seventeen points at which runoff could conveniently be transported to the drywells for infiltration or to the lake for storage. The Rational Method was used to determine the peak runoff for both the 10.year and the 100 year storm event for each sub -basin and basin. Values for C for each type of development were taken from D -5.2 of the Manual, which has been included as Figure 4 for reference. None of the tabulated intensity charts of Plate D -4.1 are applicable to this project. Therefore, a. set of intensity- duration curves was prepared on Plate D =4.7 of the Manual for use in the analysis and are included as Figure 5. E 0 The 24 hour duration storm has been used as the basis for C-) determination of required storage volume for both the 10 -year and the 100 -year event. The 100 -year rainfall depth was taken from Plate E -5.6 of the Manual. The 10 -year rainfall depth was determined using Plate E -5.7 and the data on Plates E -5.5 and E 5.6.. Figure 7 shows the results of that. determination. The time distribution of the rainfall during a 24 -hour storm has been taken from Plate E -5.9 of the Manual which tabulates the percentage of the total 24 -hour rainfall volume by increments of time. The percentages have been plotted in Figure 9"to produce a hydrograph of the 24 hour storm. This hydrograph shape is equally valid for both 100 -year and the 10 -year storm events. This hydrograph has been used to determine required lake storage volumes and to determine the volume of water to be' released to The Pyramids.. As a matter of convenience, Plates D -5.5 and D =5.7 of the Manual have been used to determine street flow depth and. velocity. While these plates vary slightly from-the actual proposed street cross - sections, they produce conservative results. 3 ON -SITE DRAINAGE SYSTEM In accordance with the requirements of the City of La Quinta, all storm runoff generated within the project boundary will be retained on -site, with the exception of Basin U which will be conveyed to The Pyramids for storage and infiltration: The project site will be graded to direct storm runoff generated in Basins A through T to the proposed 'lake. Runoff will be collected to the streets by overland flow and routed to low points created along Avenida Del Lago. A curb inlet catch basin (Riverside Co. Standard No. 300) located at each sump will pick up the runoff from the 10 year storm event for conveyance to an interceptor and drywell. The interceptor will remove debris and gravel from the runoff prior to the drywell unit. When flows exceed the capacity of the drywell unit, runoff will be diverted to the lake for temporary storage. The pipe connecting the. .drywell to the lake will be sloped to drain from the lake to the drywell to prevent stagnant water from standing in'the overflow structure. The interceptor and drywell units will be located in or immediately behind the attached sidewalk to facilitate access for maintenance'. n /Q,j The drywell units to be incorporated into the project will be the Maxwell IV units,. as designed and constructed by McGuckin Drilling, Inc. of Phoenix, Arizona. These units,_ which incorporate a deep (20 -100 feet) rock - filled sump, are capable of infiltration rates in the project area of from 0.5 to 3.0 cfs, according to McGuckin representatives. For the purpose of this I report, An infiltration rate of 0.5 cfs has been selected. The !runoff from a 100 -year storm event will follow the'same i path as �he 10 -year runoff to -the curb inlets. Runoff in excess of the caipacity of the inlet and pipe will be allowed to flow across the street surface where it will follow a swale to the lake, where it will be stored. for later infiltration at the i "drywells Theilake has been sized and graded to provide storage for I 100% of`:.the anticipated runoff from a 100 -year storm. Such an event woxild produce about 37.28 acre feet of water which would raise the lake surface 1.55 feet. It is important to remember I that this only occurs if there is no infiltration at any of the seventeeA drywells. Assuming normal operation at.a minimum rate of 0.50 cfs per drywell, the lake surface would rise about 0.95. feet. This storage volume would be released through infiltration over a poriod of about 30 hours after the end of the storm. All of the house pads around the lake have been graded 'to be at least k /d/ 0 2.0 feet above the maximum water surface elevation, with no allowance for infiltration. In addition, Vista Del Lago has been graded to provide an emergency spillway to the exterior of the project below the lowest pad elevation for runoff from storms which greatly exceed the 100 -year frequency. Basins V =1 and V ;2, which are located along Washington Street, could not be graded -to drain to the lake due to the very flat existing street grades. Washington Street will be graded to two low-points, located near the center of each sub - basin. Water will be taken off the street by a curb opening and stored in a depression located in the 20' landscape setback adjacent to Washington Street: A drywell unit will be placed in each depression to provide infiltration. Complete calculations and details of.this system will-be prepared and provided-as a part of the design package for Washington Street. 6 /D v?l OFF -SITE. DRAINAGE SYSTEM As previously noted, the City conditioned approval'of the. Tentative Map on either retaining storm drainage on -site in the lake or providing a piped system to the Evacuation Channel. This requirement included street drainage flow from the one -half width. street sections adjacent to'the 'project.' As shown on the Drainage Plan, this condition has been met for all of Washington Street and 47th Avenue, and for a* portion of Adams Street. However, this condition could not be met for street drainage flows generated on-48th Avenue and on a portion of Adams Street. Immediately south of the project, The Pyramids, a. concurrent project by others, has begun mass grading operations under .a Mass '..Grading Permit issued by the City. As a part of this grading, 48th Avenue is being cut to slope at about 0.50% from'Washington Street to a low point approximately 600 feet west of Adams Street. This low point of 48th Avenue will be at elevation 50,. or about 6.5 feet below the normal water surface elevation of the lake. Further, the Evacuation Channel, which is approximately 3000 feet east of Adams Street, has a design water surface elevation of about 50. Therefore it is not possible to.take storm flows from the north half of 48th Avenue and.from.a portion 7 /a,? of the west half of Adams Street either to the lake or to the Evacuation Channel. The portion of the half width of 48th Avenue and Adams 'Street tributary to the low spot is shown on the Drainage Plan and has been labeled sub - basins U -1 through U -5. The tributary area will produce approximately 1.07 acre feet of runoff at a peak.instantaneous rate of 12.8 cfs during a 10 year storm, and about 1.92 acre feet at a peak instantaneous rate of 22.6 cfs during a 100 year storm. An agreement, a copy of which has been included for reference, has been reached with the developers of The Pyramids whereby any storm runoff from Basin U which cannot be disposed of by infiltration on the north side of 48th Avenue may be passed under 48th Avenue and routed to a retention /infiltration. pond. The pond is a site previously designated by The Pyramids for collection and disposal of runoff generated within -that development. The additional runoff, about.0.37 acre feet, will raise the water surface-about .0.3 feet, and be infiltrated by an additional drywell unit. 8 5 gay CONCLUSIONS The storm drainage system for the Lake La Quinta development will retain all runoff on -site, except runoff generated on 48th Avenue and on. a portion of Adams Street. The runoff from the 10 year storm will be picked up in curb inlets and piped to interceptorldrywell units located behind the curb. Flows which exceed the drywell capacity will be temporarily stored in the lake, which may be expected to vary approximately 0.4 feet in water surface elevation. The runoff from a 100 -year event will follow the same path as the 10 -year flows, but will surface-drain via graded swales from Avenida Del Lago to the lake. A system of pipes will return stored runoff to the drywell units. The water surfibe will rise about 1.0 feet.during a 100 -year storm. 9 /°5- LIST OF FIGURES FIGURE NO FOLLOWING PAGE: 1. Vicinity Map 1 2. Soil Conservation Service Soils Map i 3. Portion of F.I.R.M. Panel 2260A 3 4. Runoff Coefficient Curve - Soil Group B 3 S. Intensity - Duration Curve Calculation Sheet 3 6. Time of Concentration Nomograph 3 7. Rainfall Depth Calculation Sheet 3 8. Rainfall Patterns in Percent 3 9. 100 -Year, 24 -Hour Hydrograph 3 /O, t L o / .� {,/ �``'` •O Apr-- .•. �;•a�•'ii:•:•- w.�: tid.�J �>t��•.�sa:w�• .•• •.' - .•uI•: O' 0 m - I �.. �p�� �• •••••• • •• •••a ....... �f) :_ ♦ .•� ••• .�.T: • •••.• ..•••••...• CL ........... ., ( 1. • :u•• p O O` ti- :41 A r^ CL 1p 'N p o sward; - nano fj o- CL ID N- . _ :tea °SR _ _. �•��,,�. mi V Cl • W kc lit : U W i�•.�• W �, .^�� ,••c,4;• �•4, ,r•°� a r• � �,.• _�� - - - .i:i�,�.i,, e1 �_►. -r'�"_ - }� - - - •k.. ft _ V1r�' ...��. -� �:. �i��.'t` `i''y�g _! 1 •``. RIK It j Mg. ik !�I� �:� � � ••rte, ��•; �1.� ~�Ar 1 �, � / ZONE C ° a D MILES AVENUE ir m J f- a IL z O • of W S z W ZONE A ° W WESTWARD HO ' DRIVE i Its .D z ► r�..��� -[ 0 v �t� z i \IC9L °tea NEC ty of Indio AREA NOT INCLUDED ZONE C DNE A City of Indio AREA NOT INCLUD ZONE A-1-- . CAA of Indio A EA NOT INCLUDED 1019 h c:/ pow ON an ■■ 5 LIMITATIONS: Tc' . L —100 =1000' 1000 10 Acre 90 900 i� 4--. s0 Soo 70 700 Y 60 � C 600 a 5 LIMITATIONS: 500 IS a 0 I. Maximum length =1000' 2. Maximum. area = 10 Acre � c i� 4--. 12 . 20 ..H.. COO Y a � c 400 300 c o � 350 = 25 v C 100 o 300 E c E C 20 �p 30 20 il) d '0 0- 250 ' s 18 IT v I6 t s 15 o 200 = 14 13 J c 12 II o p7e 150 € '9 8 �f T 6 100 5 LIMITATIONS: IS a 0 I. Maximum length =1000' 2. Maximum. area = 10 Acre � c i� 4--. 12 . 20 ..H.. C 0 Y a � c g b 300 c o � 200 N � 100 o •~ E a t v ` �p 30 20 il) d ' s K Undeveloped Good Cover . Undewlaped Fair .Cover Poor 4 RCFC Ek WCD HYDROLOGY MANUAL Com�lercil ( 2 c LO Is- 2 .2 D 00 V f 0 TC 5-2 T c 0 8 c 9 0 10 E t° 11 0 12' c 14� IS a 0 16 c 17 E � c i� 4--. 12 . 20 C 0 25 c c KEY , L--H -Tc -K--Tc a 30 EXAMPLE: E F- (1) L =550',.H =5.0, K= Single Far ily(1 /4Ac.) 35 Developmint , Tc =12.6 min. (?.)L=550' H =5.0', K= Commercial 40 Development , Tc = 9.7 min. . Reference: Bibliography item Na. 35. /1 v 1 u: n 1 a d o on �cl) .�< f 3 -HOUR RAINFALL PATTERNS STORM 6 -HOUR STORM IN PERCENT 24 -HOUR STORM i3. TIM( I(aIOp !-MIN 1(RI00 11•YIN /tRt00 1l +YIN 7••Y!N TIY[ 1[R100 1[Rf00 1[Rt00 s•10 ILtt00 1••MIM 41401: •LR100 /LRIOD 11-YIM Tlit ►tR100 ILRIOD $-MIM /CRIOD T1Yt ICR100 1!•YIM ItR100 1••MIN ILR100 •1•MIN ►(Rj00 f1Y( I(R100 Is•MIY ►CR100 D C) 1 1.1 t.• 1.f •.1. 1 1.7 1.6 49 1.1 1 .t t.s t 1.1 r.• •.. t•.1 t .• !.t 1.9 •.1 s• I.t t .1 ./ 1.1 s� t.• 1 1.1 1.1 !.1 11.• 1 .. 1.1 1.1 ..• sl 1.• ) .1 .• 1.• fl t.• C v • 1.s 1.1 •.90 I1.1 . .• 1.• :.: 90.90 !t 11 . .. .T t.1 s18 18.90 ! �.� ... !90.90 ! .. l.• :... !.1 !1 t.l ! .1 .. t.• $3 1.• D 1.•. 3.. 1.7 t•.1 . .1 l.! t.• S. !• t.l . .1 I.1 t.• !. 1.• r 1 1.s •.• s.• 1 .T 1.• t.• 90.90 sf r.t 1 .1 1.• 1.• sf !.1 • 1.• •.t 90.90 • .1 1.6 1.5 90.90 s• t.1 • .• I.l 90.90 !• 18.7 • t.• !.3 it.i • . l.• t.• 11.• s/ t.• • .• !.1 •.1 !1 t.t 1• 1.! s.1 IN 1• 1.• i.t N.• s• t.. 1• .• 1.>< •.t st t.• 11 It 1.• 1.• •.• f.• 14.1 11 •.t It 111 .• 1.6 t.• 1.1 1.0 is .I •.• s• 9090 t.s e•• 11 1! A .s 1.1 1.• t.1 t.1 !• 9090 t.• t.s 11 1• t.f t.t 1.1 •.s !� 1• .• 1.1 1.1 1.• 1.• :2 7:i 11 1• .! .f 1.• t.• 190.• 11.• •t 9018 =.. t.1 Is 1• t.t t.• 1•.1 1•.1 Is 1• .• .• :• l.• •.3 1.• •,t •� 1•• Is 1• .f .• t.l t.f 1•.• •.! :i . ` It It t.. t.t 1.! t.• 11 l• .• t.• 9.4 t.1 •.t 9090 a •.t 1f t• .• .t 1.t 741 1.• 1.• y 9090 .• ' 1• t.• 1• .• .• t.1 90:90 •t 1.• 1• .T 1.• 1.1 •t .• .7 t1 as t.1 1.1 it tl .• .• t.t IN t.9 11.4 61 .• to t1 .• .• .4.1 1.1 1.8 1.1 •f •• .1 .s tt =1 1.1 t.• tt t1 .• .• t.• 1•.s 1.s 1.• /: 11 :f .1 it =1 •1 .• •.• 1.• 1.0 .• it TI .s .! _• tf 1.t 1.1 t• is .9 .• 1.8 1.0 1.! 1t .( 14 is .• .• 1.s s.l .• it T1 .• .• t• tt •.t s.• 18• tf .• .9 1.• •.t _• tt 9090 1 :9 s•1 90.90 t• is .• J t• t0 1.9 90.90 t• t• .• .• •.! 90.90 to t• 1.• 1.• 90.90 s.1 t• IT ._ .] • 1• ]1 t.1 •.t 7• 11 .• .9 s•i • .t 1• 11 1.1 1.= s.l •.T to T• .• .) 118 11 !•90 t.• 1t 11 .• 1.• •.1 It.1 71 11 1.1 1.f 1,• .. .• •1 .: .1 Z 16 1.• 1• 1.• t.• 14 1s 1.f 1.• .. t.• •i •1 .1 .� Z 1f 11 1.• .. 1s 1• 1.• 1.• 1.1 .! 7t 1.1 .. .. .t r 11 1• I.t I.1 11 1t 1.• t.• .. .s' .! •• .1 .t 190 .• 1.1 1.1 1• 9090 t.l .f •1 .. .1 ._ m •1 •i 1.t 1.1 •1 •= l.! 1.! .. .! •. to .7 .t •t 114 .• .1 :; :1I.,T 90 :: ..! ; : l : 18 .:..: •s •• 1.! 1.0 .. • 90:•. i •t 44 1.• 1.4 , •• .. • ,• ! • t .t z . cn NOTES: I. 3 and $ -hour patterns based an the Indlo aria thunderstorm of September 24,1939. 2.. 24 -hour patterns bated on the general storm of March 2 9 3,1938. 2 5 10 25 50. 100 RETURN PERIOD IN YEARS NOTE: 1. For interrnedlote return periods plot 2-yuer and 100 -year values from mops for a speclfk duration, tMn connect points and rood value for desired return perm. For example given 2 -year 24 -hour = 3.50 "ond 100 -year 24-hour- 10.40 ",25 -year 24- hour =7.60 Referance:NOAA Atlas 2,vok~=i- california,1973. RAINFALL DEPTH VERSUS R C FC a. w C D RETURN . PERIOD FOR / 3 HYDROLOGY MANUAL I PARTIAL DURATION SERIES PLATE E-56-7 a 14 12 s� 14 12 . ■� ...�. .�..�e■ .■�� Uj ..�..- ■r�■ ■ ra ■� m 214 _ r -_ r MOM 2 5 10 25 50. 100 RETURN PERIOD IN YEARS NOTE: 1. For interrnedlote return periods plot 2-yuer and 100 -year values from mops for a speclfk duration, tMn connect points and rood value for desired return perm. For example given 2 -year 24 -hour = 3.50 "ond 100 -year 24-hour- 10.40 ",25 -year 24- hour =7.60 Referance:NOAA Atlas 2,vok~=i- california,1973. RAINFALL DEPTH VERSUS R C FC a. w C D RETURN . PERIOD FOR / 3 HYDROLOGY MANUAL I PARTIAL DURATION SERIES PLATE E-56-7 •• 1 n .• v • •� . ._ - - -- GVIIIMfDOEVaOVMENT ,AND ENVIRONMENTALENGFNEER9lG • SUAVEYMIG Bank of Palm Spriggs Centre 777 East Tahquitz Way Suite 301 Palm Telephone (619) 320 -9811 / FAX(619)323--7893 '- UBDiVISION t-A �'` Q' -t��TA PROJECT SUBJECT. l�-Y1z 2A N i�YDa4CCZAPN ! z4 iAcu t>5 _ .... . i r IL .._. .c— to _... — ! i r R C FC & W C D HYDROL00Y MANUAL RATIONAL .-METHOD CALCULATION' FORM short Na_ of ..,_Shottr PROJECT �� !_..�. ?�_, ��.,T�, Calculotod fotfouEMCY ly �%. Cheehad br • - - -- - -- c AREA • mim. ogo REMARKS - sr�r���a■�s�� R C FC a W C O' HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM sheet No.._._ of .,_St► «t: PROJECT -E LA Q jtQTA Calculated FREDUENCY �`� ��' Chocked by •' -- itrvs - -- RAINAGE AREA ®���� ®�s� ti. R C F C a W C D -HY' DROLOGY .& ANUAL RATIONAL METHOD CALCULATION FORM Shoot Na_ of �sf►kl• PROJECT U-v-z LA- Q -t"- A Calculated b . r FREQUENCY _ �bYe— Checked by • - - -- -- — �ZYt- -- bRAINAGE - Elmo m- - MS. m_m-_� --- _-_--- --m-_ "_-mm_ mm�mmmm mm -_--_-�_--� V R C FC a W C D- HYDROLOGY kJANUAL RATIONAL ME�HOO CALCULATION FORM shoot Na.,_ of .._st+Htt PROJECT LA-v -s L"'Qutv:j 4 C01.culatid by _- FREQUENCY loyal. dR� Checked by •— • - - - - -- -dRj"--- RAINAGE AREA . . s • ' �ml ' mm mm������� MEmm =..= mmmm -mmmmmmm mmmmoee■im®m�i m mmmmmmmmm m mmmmmsmm= mm�mmm S. R C FC a. w C D HYDROLOGY ' "/I NUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY p Calculated Chocked Shoot Na._ of _sh «t :: tee; by --- - - -• -- - �x� - -- by - -- - - - - -- — '5M - -- DRAINAGE AREA doll 6 Dovolao�nt A Acres I ilmlk C oo CFS s o CFS KM °,. SWIOM v FPS L FT. REMARKS ` 210 13 0,34 2 . c.3 . -T'TS 0. (.9 %TE 1.0 2 ' 2 . ` b .'7'13 2.0'7 2.bn3 •�13 -Too I .� 2.o4 •`145 E- 0.44 2.04 .-145 0,4.77 Io.A3 R C FC 11 W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT= ����"�'T� FREWENCY % ID Sheet No:, of Sh**ts Calculated by Checked by • .r ••......�•.._ RAINAGE AREA • RON mmmm _ _m = it%. • R C F C a W C O HYDROLOGY %`NUAL �. RATIONAL METHOD CALCULATION .FORM PROJECT Colculated b _ _�?_ _ _• _ FRI94UENCY Checked by w•— • - -��- —� •�� DRAINAGE BrA -) • - - mom- R C FC a WC O HYDROLOGY MANUAL RATIONAL -METHOD CALCULATION 'FORM sh*et Nam of .,,_s++ «+s PROJECT Calculated by __. _,�'� =:_ IBKTlt FREQUENCY ion= Chtck*d br'-- —�rvr--- DRAINAGE AREA M, RON w; , O r�����o ®. • ear® u AUAL R C FC a W C - YDROLOGY /J RATIONAL METHOD'' CALCULATION FORM Shoot Nam of ,..sr+ «t� PROJECT LA; QuitiTA. Col'eulafed by ----- L-- �%-- l[t't - -- FREQUENCY, �o � R-- Choekod by ••- - - - - -• — �ttv�• -- DRAINAGE AREA .--ago- mammoom m ml v i R C F C a W C O HYDROLOGY MANwAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY Shut Na_.. of .,.Shoots Calculated by Cho.cktd by iRAINAGE AREA arm REMARKS r�r��s�ri■e��� N R C F C S W C O. HYDROLOGY "� NUAL RATIONAL METHOD CALCULATION - FORM PROJECT - - Llau.E LoQu, ETA FRJQUENCr to YR- Sheet Calculated by - -- - -• -•- Checked by --- -- - - -- — ��Yt - -- AREA Win... ®,�,�....�■.�� _._ 49 :- R C FC A W C D HYDROLDOY Nlki—WAL.. �- RATIONAL METHOD CALCULATION FORM shoot Na_, of PROJECT Calculated by FREQUENCY Chocked . by •- •- • - - -• -� - -- DRAINAGE REA , REMARKS R C F C W C O 1-1YDRoLOGY 1NUAL �i A - RATIONAL METHOD CALCULATION FORM sheep Na_ of - .- _5heef: PROJECT LA. QU'••z Calculated by _ -_- = =- •15tyt" -- FREQUENCY to Ye- Checked by - -- •- - - -- - ISM - -- DRAINAGE AREA - ore ■■■ ■■ ■■ ■■ ■■■■ ■■ ■■■ ■■ ■■ ■■ R C FC a WC D HYDROLOGY MANUAL. RATIONAL METHOD CALCULATION FORM shoot Na_ of _ShNts PROJECT Cote'ulated by FREQUENCY .1�`re. Choekod by •-- - -• - -- —gym - -- IAINAGE OkREA :MEMO mammomm MA MM i y R C FC 8i . WC D HYDROLOGY /IANUAL RATIONAL METHOD CALCULATION FORM shoot Na.� of �Sh�ttt PROJECT LAv-E. LAa(Z�u'N-rv•. Calculotod by _.._� =- ,. FREOUENtY 1d tip= - - -- �[Yt - -- Chocked by -- - -- -� • -- DRAINAGE AREA . _ ma siiiiiiiiiiimiii= u - R C F C a W C D HYDROLOGY MANUAL ti. RATIONAL METHOD CALCULATION. FORM sheet Ma. of ._Shut: PROJECT Lam. Qu i+ -ITa• Calculated by FREQUENCY Checked by -•- - - -- -�M• WNAGE e - BE e w . R C FC a W C D HYDROLOV NUAL RATIONAL METHOD CALCULATION FORM sheot Na_.. of PROJECT ��►.�ra '� r �r� I Calculated by � ••� r�r�..•� FREQUENCY Q.4L ..._ Chocked by DRAINAGE AREA soil soil s o+vsbpmtnt A Acres i iN /Ac C s 0II' CFf; °o SON v FPS � FT. T MiN. E T REMARKS - ^ • CoNM 2.?Y0 2tas • 3-m dc) M 0.32 2 95 •&-1� �.q ` 10 �, S I o.�p � , O X00 2 •?� S- 3 e, - Cots 2717. 1 2.t.3 •W"? %.Z I I S - d• rn o . 33 2 .(.3 .0-i� O.l l� I Z L I o So I • a ¢8D 2.11 2 `1a .8 10 Cd&A 2.11 2•`IQ� •f31S S. $ to 0 S =3 S -4 '12.8 w 1�► R C F C .. a W C D - 1YDROLOGY 1j ANUAL Sheet Na_ of Sho is RATIONAL METHOD CALCULATION FORM PROJECT Calculated by __$ ___- .3r,rt -- FREQUENCY 1b �(R, thaeh &d hr •-- - - - - -- — ins - -- DRAINAGE AREA BE Hamm- WIN �1[ Wim�7t�������� w PROJECT R C FC a W C D- HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM frAEQUEMCY - �� �� Sheet Na.. of Stwts Calculated by __ QUqZ�2—:_��, „•- CMaektd by •-- - - - - -- — �N} - -- ?AINAGE AREA Fm q 0 0 ,. Z\3 R C F C a. W C D HYDROLOGY j >nA- NUAL, RATIONAL .METHOD - CALCULATION FORM PROJECT _ Lxw-iz LA ���►.1T� FIlEaUENCY 100 1 v` Shoot Na_ of shtiff ", Calculated by - Chocked ' br • - - - - - - - - - -Rrvr - -- DRAINAGE AREA• - : NOW��sl����� -v R Ci FC a WC D- i JYDROLOV MANUAL RATIONAL METHOD CALCULATION FORM i sheet Na_ of ^s++eete PROJECT - 1- -a.�6. Lo.c��,�►�-r�s Calculated b _Ix: . � y - -- FREQUENCY Checked by • -- -- - - -- - �- RAINAGE AREA • - W �p R C F C a W C D HYDROLOGY , .,ANUAL RATIONAL METHOD CALCULATION FORM shut Na._, of "Sheets ' iJ►1LE LA Qu►.�T�i PROJECT ,._.`.. Calculated by ar __- FREOUEMCY _�vo �_, Chocked br - -- - - - - -- — irnos- DRAINAGE AREA• - ����wi��isis�i IM � r R C FC. a WC D HYDROLOGY j /JANUAL RATIONAL METHOD- CALCULATION FORM sheet Na._ of _Sh «ts PROJECT Lt, C,j«,-rf-,. - Calculated by _--- P?- ,��_ -- FREQUENCY loo P- Checked by •--••- - -- -� - • • _ —*ORONO F ME A R C F C a w C D �-JYDROLOGY %IANUAL ,- RATIONAL METHOD CALCULATION FORM sheet Na_ of ..._sheet• PROJECT t-" L-- °�'"'T� Calculated by FitgauEMCY - Checked br ••-•''R1Yf'..• DRAINAGE AR RON ormomomm mmmmmmmmam� mmmm mmm 9 R C F C& W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION' FORM shut Na_... of _Shkt: PROJECT (Z Q Calculated by FREQUENCY Checked by --- —.Rim IAINAGE • • i • a v R C F C a W C D HYDROLOGY �/ ANUAL RATIONAL METHOD CALCULATION FORM sheet Na_ of .._St+eeti PROJECT LAV..rm. L -&`(SZ NT°� Calculated by FREQUENCY 1JC2 Checked br•-------- -�M - -- DRAINAGE AREA . - 0 0 r R C FC a W C D HYDROLOGY �iIANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY Sheet Na._ of .,._Shit: Calculat*d by Cheektd by •-- - - - - -- -�- AINAGE - ._ ra , R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT Q t uTk FREQUENCY Sheet No.. of _sh"ts Calculated by Checked by •-_-••- -�• DRAINAGE AREA T. molom -ORONO WAIS mmmm mmmm 0 En ", = m--_�-___-� mmmm mmm mmm mmmm ■���a�� R C FC a WC D HY'DROLOOY NJANUAL RATIONAL MKTHOD CALCULATION FORM PROJECT Qwt ura FREQUENCY � � 3 Shoat Nd_ of .- ..ShNH Calculated . by is-r .Chocked by --- - - - - -- - �tYtE - -" AINAGE tial A tial A R C FC a W C D HYDROLOGY .r „ANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREOUEMCY Sheet No.— of ,,_Sheol@• Calculated 'by Checked by DRAINAGE AREA 1 _ • • D '1 0 REMARKS _'� • ®.� y RC F a WC D HYDROLOGY MAN6- L RATIONAL METHOD CALCULATION FORM PROJECT - f11E0UEMCY 1O° Yp_ t Shoot Na— Of „-- .Shoal Caleulat.od by -.. ,- _--- ,Ord -•- Chockod by ­9,M- ?AINAGE AREA MEMO_.... OR mmmmmmm M-1 --m-m-_m-- mmmmmmmmmmm mmm mm�mmm mmmrm�mmmm a R C FC IS W C D HYDROLOGY MANUAL . RATIONAL METHOD CALCULATION FORM sheet No.'. of ..._S++kt• PROJECT Lxy_rm Calculated by FREQUENCY Checked by --- - - - - -r —�m- • \� R C FC & W C D HYDROLOGY MANUAL RATIONAL METHOD' CALCULATION FORM sh..t Na.. of ,,._sn..t. PROJECT "V-S Calculated b y -- •--- •--- -isryl -- FREQUENCY _too _ Chocked by •--- •- --- -'1;11't --- WNAGE AREA RON BIG MOM MR R C F C& W C D HYDROLOGY KJANUAL RATIONAL METHOD CALCULATION FORM sheet Na_ of - _..5++e4+.' PROJECT Calculated b FREQUENCY Chocked by •------- - -� - -- DRAINAGE AREA Immomm;-il R C F C a WC D. HYOROLoaY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY _BOO YR. � '�• 1 Sheet No._ of _Shea: Calculated by Checked by •'—'• --�� • �M --- %INAGE • • - Br • • � � r �iir�i.:i � • all n�� -: - � • .. ��� .. ms's R C FC a' W C D }-HYDROLOGY J:._.y;NUAL RATIONAL METHOD CALCULATION FORM Shoot N0.—... of _sh..t :.' LAS l.�.G���►�-rA. PROJECT Calculated by __ �P1__:_���___ flIEaUEMCY Checked br••••••• DRAINAGE AR 'ONE ' Val mmmm�����_0�� DOE MIR m -°m_m ®ems mv mmmmIWINEINEsENINE� ®mmmm®� INEINEENIM . mmm�®mmmmm� ����emmommm� mmrmmmmmmmm mmm R C PC 11 W C O. HYDROLOGY NlAii—vAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY loo Calculated Ch*cktd ...� �y Shoot Na_ at ..,_Sh «Is by _pf ISti'E'•_ by' - - - - - - - - - � • -- DRAINAGE AREA sal s Dayslopm4�t A Acres I le /k C o0* CFS t 0 CFS 1 • o * loft v FPS L FT. T MIN. E T.- REMARKS L1- z 29l0 0.1P, 4.O .S 415 0.82 5.'1 .o 3.2s .524 lo. Io..4 -L.3 r� 4.3 .a1g 2.5 -112 12.9 LJayU5. /-7_-1-1 A.-`V L. = . 1 1.92 1 Ae- F* I .9 I Cj . &1,.o 1 . ,:N 2.0 I 1350 11.2 1 22 . 1. )q • `i = CA .. I 1J — 4 1 • o .842 Lj,_S 12.A. -7 29l0 0.1P, 4.O LJayU5. /-7_-1-1 A.-`V L. = . 1 1.92 1 Ae- F* I .9 I Cj . &1,.o 1 . ,:N 2.0 I 1350 11.2 1 22 . 1. )q • `i = CA .. I R C F C a. W C D HYDROLOVY MANUkl: RATIONAL METHOD .CALCULATION FORM PROJECT Ls+LE L.� GZuIOTA. FlIEOUEMCY . Ioo Y� Sheet No.. of Sheet• Calculated by Checked by by •••-••• —• —�- NINAGE iREA MEMO or* = mss �s� ®■■■■rte■■■ 1i! Mainiero, Smith /Spiska Engineering A J O I N T V E N T U R E CMLUNOOEVEIOPMENT ,AND ENVIRONMENTAL ENGINEERING •SURVEYING f- Bank of Palm Spring;$ Centre 777 fsst Tahquitz Way Suite 301 Palm Telephone (619) 320 -9811 / FAX (619) 323 -7893 SUBDIVISION PROJECT SUBJECT !► A2 TD L-& rw l� W-1 Maimero, Smith /SpiSKa tngmeering A J O 1 N T V E N T U R E GVit, LANOOEVE I.IE LOVNT.ANO ENV WONMENTAI ENGWEEA WG - SURVEYING ' Bank of Palm Springs Centre 777 Fast Tahquit z Way Suite 301 Palm ( Telephone (619) 320 -9811 / FAX (619) 323 -7893 ;UBDIVISION PROJECT SUBJECT .IF D =tap.: ..'V = 5.54 nr _ C0�.7 \:110 0.41 = 1 . (O2_ 1►.�t �T ► t6 g2 :....... :......... 4.92 t^ = _. 3� ... . 2.18 ►ti C>271)./ 1 0 -08 - -cam. 1 -1. z : o, :: "- .:...... _ :'..._...:_.._.... .;.. -hL Q�T) .. - p t- _ v Ie>1 v - lE D 24. .:U s:0 9 0.40_': IOti Ne ._.... ....�iL=. h�•-+ he' = j 311 -.. - .. .: .:.. - _ -_ _N:__ � _..... ; :.^.::::_� :`` "� "_�:. "." :.. :' .. lu fig" V- 8:4'2:: v� _ -- ].o' ._f7 IL = hf .4 = per._.: -. -. -- .... ..... ._. Mainiero..Smith /Spiska Engineering A J O I N T V E N T U R E Crvn. LAND oEMOVMEN7.ANO ENVMNmEMAL ENWNEERmG . SU:yEtwa Bank of Palm Springs Cenaat 777 Eau Tahquitx V I Tcicphone (619) 320 -9811 / FAX (619) 323 -7893 SUBDIVISION PROJECT SUBJECT 301 Palm Springs, ' So I rou NOISIMast' £69L-£Z£ (619) XV-4 / t t86-OZ£ (619) * —gdopy `Sgat1ds Mt*d t0£ stmS CiPM n!rbqsi wrg3 "t d o 1 N 3 A 1 N 1 Q r d tj99ui6ua misidwUliwS - oiaiuleW Mainiero, Smith /Spiska Engineering A J O 1 N T V E .N T O R E G1VU- LAND DEVELOPNEHT- ANC) EHVN:ONhlEH7ALEHGNEERMG • ROWEYNG ID Bank of Palm Springs Centre 777 East Tahquitz Way a Telephone (619) 320 -9811 / FAX (619) 323 -7893 SUBDIVISION PROJECT_. SUBJECT ;, ; - t 1 Palm Springs. CA . 92262-7066 hL- �►�L -ET _ Os� MillillU1U, 0MIM /JPISKa C:ngll1UUlln9 A J O I N T V E N T U R E G V L LAND DEVELOP -NT, AND ENVINOMENTAI EN(dNEfNING! SW VEYING Bank of Palm Springs Centre . 777 East Tahquitz Way Suite 301 Palm Springs, CA 92262 Telephone (619) 320-9811 / FAX (619).323-7893 f_' 1BDIVISION PROJECT ` A r.. u.. .. v. v� v..r •... rr V'•rwnu �..y.. -vv#...y J O 1 N T V E N T U R E CML LAM 50WOVMEM ANOEWFKMMENTnIUs,* ERMG.SURVEYING Hank of Palm Springs Centre 777 East Taliquitz Way Telephone (619) 320-9811 / FAX (619) 323 -7893 �iIBDIVISION PROJECT_. 301 Palm Springs. CA .4ci -0; • h� ToT).:..' =:. - . _ mainlero, 6mlmi5pim tnglneering A J O 1 N T V E N T U R E CML LANOOEYELOPMEM.ANOEWRONMEMAL ENGWEERIM• SMVEVMG r Bank of Palm S f 'Telephone (619))320-9811 FAX (6 9) 323-7 93 Way Suite 301 Palm Springs, CA 92262 -7066 yJBDIVISION PROJECT SUBJECT L�. K-E - 2 F f� Ile hf Co 2-7 � 5\ 0-o. fo,.. °•23� (.4) (c:>. to') o. 14! hL - o . 23 -I- o. 14 t3451►,t f t t-ET 0- 3 To 11�1G E 2 G? 12. 12. ?"63 IF >j 1� v� x.85 ti{r C C72S� L To�-� _ .. o O h( I u t_ET au V S•3b.. v /2� p, �0.4A;) = o.'S2. G hL CC)T) Main iero, Smith /Spiska Engineering A J O 1 N T V E N T U R E CWM. LAND DEVELORAENT. AND ENVW4HM&nAL ENGINEER NG . SURVEYM Bank of Palm Springs Centre 777 Fist Tahquitz V Telephone (619) 320-9811 / FAX (619) 323 -7893 y SUBDIVISION PROJECT SUBJECT f<Ltl1=1 • ;91ll { 1 ..1 ......., vr..v..0 E •y ......vv....y A J O N T V . N T .. U R' E GNFL UMDOEVEIOPME IiT.ANDEHViRONMfM ALE NOiNfiAM . SUgVE111NG Bank of Palm Springs Centre 777 F.Lst Tahquitr Way Suite 301 Palm Springs, CA 92262 -7066 Teleplione (619) 320.9811 1 FAX (619) 323 -7893 r-"�UBDIVISION LAS -I Qua rA PROJECT SUBJECT - F;OTra► Rum ca r-f�=- I C > So i�uNOF -F � A x C K :C4.5 ",12� D 4 r o 14 . Li 1.1� s•��.�. .10�. '? . x.39:.: - - 2 M� 9 • X35 ID. bi 24.9o. ,. oo ._ 33...._.... w►TIA ►l:l��l_ -�.,-ra�s .� os= '14A r- Pc r, .-55 �.. oz= ;. . ���� -��. 20 a�� • A J O I N T V E N T U R E CMl LAND DEVLLUMENT. AND EWMONMENTALENGINEER06G• SUNV MG Bank of Palm Springs Centm 777 Fast Tahquitz Way Suite 301 Palm Springs, CA 92262 -7066 Telephone (619) 320 -9811 / FAX (619) 323 -7893 - "A`UBDIVISION LA►L'E L& Qo ►.1�iG, PROJECT SUBJECT DBE K I NA.'rlbhl OF STdQAG� IbD �2 EVEI.I"T' S-Tbea�E = MAX. c -uuoFF al L j2UW OFF RUNOFF 1►,IF1LTRl>. ItjrFVLTP-&: Ti M£ a/a of �� % 0r- % OF �t % of DIFFERS CE.' 10MF1NE►3T tcc> -YR- too - Q, too Yv_ loo •YR. :.: °e 3.3 _ b b t.o 4.3 -1 1.0 5.3 .95 . SI2o o. to. 4� 1.1 `.4 CIS, 9 1 ,3 1.'1 .95 '1•l0 0. 4.5 _ .... Io .. ► . S 9.2 a o'S ' 1 -.15_ it 1.3 10.5 9 , 95 13 I.a 13.9 1b .9c 3.00 14 2.0 15,9 11,x5.. 4.05._ I� 3.0 23.5 � 14:10..._.... s.go . . .: ... ..:........ 1a 3.3 21-. t. 15.65. 11.• 1S 19 11.40- 21 3,0 36.0 14:Sq 19.5a 22 4.0 42 . o : As 23 3.8 45.8 ?x.40 25.40 3 . S 49.3 Z[ ► 35 -- ._�;__. S•_1_... -- 54.4 �__._: 22:30: _ :32:10 -- 2� S.'7 2 i r. • a. cL.9 � 24.20 ..�.. :. 42."10 - -.: _. ' .. .... - 26 4 -U 11..5 25.15 4.35 _.. 31 4.-T- &&.4. 32 3.8 90:4 cis.. 33 • a 91 .2 .95 . 29.90 '95:.. 3ta . _9 95 :..: 32.75 .95 _.. 3a ,,p I oo. o - ;_ - ._.C�-1. .4 5�%�. �_:.C3 =1; 21�i._.Ac..FT:�. - _ 22.9 FoR. rL4• o Ale- Pot -iD- DaYj1 -1: i ■ A J O 1 N T V E N T U R li cmL�w+ooEVERLoyVEM. EWMO►wo+TK • SlmyEw4c Bank d Palm Springs Centre 777 East Tahgmti Way Suite 301 Palm Springs, CA 92262 -7066 Telephoae (619) 320 -9811 / FAX(619)323-7893 `+ 'UBOIVISION La.� UQu 447A PROJECT SUBJECT 1c> Yip- P�t►�FI�LI.. iePt 4 .-'St C 6. -2)6. . sco o.87t D 4.. 30 . Soo v. 4A-3 ... 9 .�2 - -... � ....... ........_ _.. ..5�.. .... ..1.. -.002 .__ ..._ .._._ ..... a. 44 SOO ;OD F� 9.85- :. _-- 1�-.,::._.....,... 1._ 54° t___ . ...............�_._._..._.__.. _...:..._ _.:._. C34 _ ._..... .... ,_ ...... ..... ..... .... . _ _ - ,J.OI �.._ 8410 _ 144. 2.1 2D. CIS QC FT. �.Lws L= '.lo'. % " .6°1 1 II ' m --( � . NNv .O 2.0' I i � m C- o a. S 14 FF n ; • � � .ry I 1 �:J.• ;..; 1.1.E �. � �;..;.N ..i• ..-,;.i h..,.,.,;..�.�.r -� �•.� ; ;:. : ,:ail;::,,). .;.��► �, 3� I' Yldw f so � 0 F 30 �a��. -ri►.�E Ir�cME� i� A W. vy .ff Sod. A JOINT I N T V E N T U R E OVIL-LANODEMOVMkM .ANOEVROIMENTAIEWANEEMNG. SURVEY040 Bank of Palm Sprng Centre 777 Fas Tahquitz W ay Sute 301 Palm Springs. CA 92262 -7066 M Telephone (619) 320 -9811 / FAX(619)323-7893 ._ "-SUBDIVISION 1 Ay-e- LA. Q u l to PROJECT t SUBJECT OF Ru1JOFF...: � R1t►1OF= F'... :. 11..1FILTQ.d: 11.lFILTP.:�.: :.. ._ TIUIS % of .: 1 c o .OF . C'/0 of .. �� q. OF D1�=FC2r►JCFs... -- 11JCP,Ewi5PT.. lo- 0- 11 12 1.` 12.1 1•` 12:1 0' 13 1 •8. t39 1 .1. 13:x. 0: ►o. 14 2.0 15.9 1 •'1. ISIS. b. 4O" . . ......... ... Ito 2.5 20.5 :. 1.1 i 8 .9 .. t • o0 11 3.0 23,5.. 1 •.l 20:.� .. 2.9c ... 18 3.3 Zc.:s l •'l 22 :3 . 4 . So: 21 3.0 ?Sao : 21.4..': - 2:J 45:a 124 3.5 49 3 : : =.::: - X2:5. 16.80 .... .. 3A= :,�.__.._._ 20..0..__...__.- __._.._._.... 24. ?p.....: 21 ,Z9 5. 1EA 19 44:4.:. 33 o•a. �I.I:Z l •7: - 41$ .._. _ .. 43.4D= O. (r .. __.. . . 91.8 1 �� 49. 540. 0.9'. 94.:5:_: x.132 AFT::. _ - 2A =o T �T 310tj A J O 1 N T r V E N T U R E CIVIL LANDDEVELDOMEIff. Mo EWRWNNEHTAL ENGOW"ING•S,AIM , Back of Palm Springs Cents 777 East Tahquitz Way Suite 301 Palm Springs. CA Telephone (619) 320 -9811 / FAX (619) 323 -7893 - A'tc>✓ �QuIIJi�•• IUBCIVISION- PROJECT SUBJECT `.mil LA 0 LErr D�\GQ h a ":_ .._ r Q= `4.3 W) ��,� �a3�-� •� •� .w id-4�; �F -s.tin� : :..... . G.3 ".x.19 1V•p ID. p- _. !x..92 - 3 4..0 C DA 4.%s i.q. 4.0 4.-o .. 4. o C� L. _ x.81 . 2 • e 4- .' o 4 .o �. H� l".�: � ; 1. dam. 2 •`1 . :�: Q•. o.. , . .- _ 1.4 d , o V- 1. 4.19 5.2 1.O c="TlWUoUS GRb-m Y-- 2' It. 43... 4.4.. -1, o : : 4= 211 NW .84 4-. p /L.5' 4.• o p t� `i . ` 5•Sa. 2.2 4.o ��. 4-51& 4. o : t2.t2 e.i �i•.o. 2 .. 7.• 03 3. to . o� 3 -9 4.0 �w 1 3 INLET CONTROL NOMOGRAPH FOR SQUARE -EDGED ENTRANCE IN A HEADWALL 180 168 156 144 4000 132 3000 120 2000 108 96 100 800 84 600 500 72 400 , 300 h 60- 200 ,C m 48 • 100 -.. -.. -:.. m a o 80 i b o 60 i t r C.1 36 40 i 24 10 8 6. 5 4 3 2 12 1 F-19. B-4 f (0) squere-edged entrance Apprndir B 55 5D 4.5 4D 2D 1.5 HW O to 09 08 0.7 0.6 235 /V Mainiero, *Smith/Spiska lEngineenng A J 0 1 N T V E N T., U R E UVU. LAND DEMOPMOO. j4aEjrnRCW*AEWAL MGWEERM-SURVEYM Bank of Palm Springs Centre . 777 Fist Tahquitz Way ID ID Telephone (619) 320-9811 / FAX (619) 323-7893 C -dDIVISION --PROJECT— SUBJECT PSIM Springs, CA _2 IL-T.t - ----- cl/lcx= Z:2C: r _ ��� To FYQ: .�D. :: `tea.: 44r?_- cr 22- - 6: 7 ss7- LA3 W j. 21..1: D T T AIV T-14 --777 W- P. D L Mainiero, Smith /Spiska Engineering A J O I N T V E N T U R E CiV0. LAND OEVEIOPta Eta. My wl EMGDIEERlRG• SURVE"M IID ID. Bank of Palm Springs Cent m 777 East Tabepa Way Suite 301 Telephone (619) 320 -9811 / FAX (619) 323 -7893 - JBO1VIS10N L.e.Y=F. " QL1lA1-5k PROJECT SUBJECT -Dr �I SE CA 92262-7066-' Mai niero, Smith /SpiskaEngineering QD A J O 1 N T V E N' T U R E CIVIL- ANOOEVE 0PMEF4,ANODWW,0NMV0AI ENGV4EERMG• SURVEVRlG Bank of Palm Springs Centre ' 777 East Tahgaitz Vi Telephone (619) 320.9811 / FAX (619) 323 -7893 SUBDIVISION �- A�� �-�Q t t ` -1T�'- PROJECT (01 C.. CD m 0 i BA: 2.9 'Ru CIF r_. 2.5. 5-7 12.7. F-, 7�-. (.I. ! .i .j.. ! I .' ; I ; s .I:. 1 ' � •' ( i� :I' i � i.f ; .� L (.. 'I'.� ) '•� I .i. i .1. ..+ I L.)..�. 1 .t.! �..) 1. �'.... LL 1 A r4- IT.O d jf- V-1 r y A, W LA. IS 4o W-1. 7-1k M ao cn .0 z V 4r. 'Z1.0 IT s F � 't _ _. _ -- _ -- - - cl- _ • _.- . � ; �.:... _.�._ °?L • Sat of b ya 3-Or a : Ts �IT TO . ,S ..z iO3('Oki NOISIAIGOnP v 990L'Z9ZZ6 d� 's8uasd m £69L-£Z£ (619) Xd3 / 1196-OZ£ (619) wogd >i>,L S twd IO£ �mS 'CQM 23mbl *Z 7v3 CLL anu-3 sBaudS U+tgd So 3juag i '�Y0.}11WIS 'JIdH33N19N31VU13w►1pM1AN3 W1Y'iN3�7dtl13A30 CWYl•lW3 3 w n. l N 3 A 1 N 1 .O P d 6uisaaui6u3 e:qsldS /y}iwS'ojamieVy ID i J ZOIlE X La Quinta Evacuation 100 YEAR FLOOD APPROXIMATE SCALE IN FEET 1000 0' 1000 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP CITY OF LA QUINTA, CALIFORNIA RIVERSIDE COUNTY PANEL50F10 (SEE MAP INDEX FOR PANELS NOT PRINTED) PANEL LOCATION COMMUNITY -PANEL NUMBER 060709 0.005 B MAP REVISED: >\ AUGUST 19, 1991 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gc