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32117 Quarry Volumn 1L 1 17a 6z -_ -Jill 111111111111111 -! 31 °2 IIIIIIIIIIIIIIIIIIII__ _ _�, L 1 17a 6z -_ -Jill 111111111111111 -! LA QUINTA GOLF STORM DRAIN IMPROVEMENT HYDROLOGY & HYDRAULICS CALCULATIONS CITY OF LA QUINTA VOLUME 1 Prepared for: La Quinta Golf Properties Prepared by: THE KEITH COMPANIES - INLAND EMPIRE, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, CA 92553 (909)653 -0234 '??�OEESgS ®O�� LI44 t� September 15, 1993. V V 443 -30. 'I zt CIVIL OF �A - TABLE OF CONTENTS VOLUME 1 I. UNIT HYDROGRAPH CALCULATIONS II. RATIONAL TABLING CALCULATIONS III. ON -SITE PERCOLATION ANALYSIS IV. OFF -SITE PERCOLATION ANALYSIS V. DETERMINATION OF STARTING W.S.E. FOR LINES "H" AND "I" VOLUME 2 VI. DEBRIS LOAD CALCULATIONS VII. WEIR CALCULATIONS FOR DEBRIS BASINS "A" AND "B" VIII. W.S.P.G. CALCULATIONS IX. INLET AND C.B. CALCULATIONS X. HEC -2 CALCULATIONS XI. DROP STRUCTURE DESIGN CALCULATIONS APPENDIX I. NOAA ATLAS 2, VOLUME )G II. SLOPE OF INTENSITY DURATION CURVE (PLATE D-4.6) III. "SOIL SURVEY OF RIVERSIDE COUNTY, CALIFORNIA, COACHELLA VALLEY AREA" EXHIBITS A. HYDROLOGIC SOILS GROUP MAP B. WATERSHED MAP (1" = 1000') C. HYDROLOGY MAP OFF -SITE (17 = 400') D. HYDROLOGY MAP ON -SITE (1" = 200') 30454.00- 9536 -JR i SYNOPSIS This report provides supporting calculations for .the storm drain improvement plan for La . Quinta Golf in the City of La Quinta, . The.100 -year peak discharges used for the design were developed using the method contained in the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April 1978.. Calculations can be found under Sections I and H. Two methods of hydrology were used in this report. For smaller. tributary areas, up to 300 acres in size, the Rational Method was used. This includes hydrology calculations for on -site areas and. for Area "I" (171 acres). The Synthetic Unit Hydrograph Method was used for the larger areas. Point precipitation for the 2, 5, 10, 25, 50 and 100 year 1, 3, 6, and 24 hour storms were 1 obtained from NOAA Atlas 2, Volume XI (see Appendix I) and summarized in a table under Section I. The 1 -hour duration point rainfall data is intended for use in the Rational Method. The 3, 6 and 24 -hour duration point rainfall data is intended for use with the Synthetic Unit Hydrograph Method. The slope of intensity duration curve was interpolated from Plate D -4.6 of the RCFC &WCD Hydrology Manual (see Appendix II). Hydrologic_ soil group information was taken from the "Soil Survey of Riverside County, California, Coachella Valley. Area" prepared by the U.S. Department of Agriculture Soil Conservation Service (see Appendix III). Since there is no outlet available. for the project site, routing calculations using percolation rates of 4 inches per hour and 2 inches_ per hour were performed to determine the maximum ponding elevation and duration of.ponding on- site-(see Section III). Permeability of th e soil is 6 to 20 inches per hour per SCS report (see Appendix III), therefore, additional percolation tests were not performed. Offsite percolation analyses were also performed to check the adequacy of the ro'ect site's P J entrance road elevation of approximately 18.0 feet (see Section M. Similar routing calculations were then performed to establish.the starting water surface elevations for Lines "H" and "I" (see Section V). I30454.00- 9536 -JR ..t Debris load calculations were performed using methods developed by LADCOE and the USCE ft. ( Tatum's Method) (see Section VI). The results were used to design debris basins for Subareas "A" and "B" and to establish the bulling factor for Lines "H" and "I ". These two methods are commonly used in the Riverside County area. It should be noted that both methods were derived from data from the San Gabriel Mountains in Los Angeles County. These mountains are. fractured and tend to produce more, debris than the project watershed. However, there is no way to correct these methods to apply in the project area until data is collected in the future. The LADCOE Method generally yielded a higher debris volume for t Subareas "A" and "B" and thus was used to design the debris basins. The bulking factor was determined using the formula from Riverside County Hydrology Manual. The LADCOE Method yielded a higher bulling factor for Subarea "H" whereas the Tatum's Method resulted in a higher bulking factor for Subarea "I ". These higher bulking factors were adopted for the design of Lines "H" and "I". ' In order to estimate an average annual sediment yield so as to provide an expected clean-out volume estimate for the maintenance of the debris basins, the Pacific Southwest Inter- Agency Committee Method (PSIAC) was used. Results show that the average annual sediment yield is 1186 CY and 1210 CY for Subareas "A" and "B ", respectively. It should be noted, however, that the basins could require clean-out maintenance as frequent as after each storm event; for. instance; the debris production in Debris Basin "A" after a 5 -year storm event could yield 9359 CY per the LADCOE Method. The Weir outflow for debris basins "A" and "B" were designed for the 100 and 1000 -year storms (see Section VII). Hydraulic calculations using W.S.P.G. for storm drain Lines "H" and "I" and their laterals can be found under Section VIII. Inlet and catch basin calculations for Lines "H" and "I" are included under Section IX. HEC -2 calculations were used to model the runoff from Subareas "A" and "B" along the golf course fairway (see Section X). A drop structure at the confluence of Subareas "A" and "B" were designed following the Type ' III Basin model developed by the U.S. Bureau of Reclamation. Pertinent design parameters that were used can be found under Section M. Construction plans for the drop structure are prepared by Larson Company (Project No. 126800). t , 30454.00- 9536 -JR t THE KEITH COMPANIES Coachella Valley Planning • Civil Engineering • Environmental Services Landscape Architecture • land Surveying • Public Works Toi LE'TT'ER OF TRANSMITTAL 11,51SIM _...__.d t WE ARE SENDING YOU Attached ❑ Under separate cover via / the following items: COPIES DATE NO. DESCRIPTION ' C(A A, THESE ARORANSMITTED as checked below: O For approval ❑ Approved as submitted ❑ Resubmit copies for approval \ or your use O Approved as noted p Submit copies for distribution SY requested O Resumed for corrections O Return corrected prints O For review and comment O O FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS W97rE �.t s COPY TO 41 -865 Boardwalk Suite 101 Palm Desert, CA 92260 (619) 346 -9844 FAX (619) 346 -9368 SIGNED �r i I. UNIT HYDROGRAPH CALCULATIONS 1. Summary of Peak Design Flow Rates 2. Table of Rainfall Data 3. 100- YR/3 -HR Hydrograph for Area "A" 4.' 100- YR/6-HR Hydrograph for Area "A" 5. 100- YR/24 -HR Hydrograph for Area "A" 6. 100- YR/3 -HR Hydrograph for Area "B" 7. 100- YR/6 -HR Hydrograph for Area "B" 8. 100- YR/24 -HR Hydrograph for Area "B" 9. 100- YR/3 -HR Hydrograph for Area "C" 10.. 100- YR/6 -HR Hydrograph for Area "C" 11. 100- YR/24 -HR. Hydrograph for Area "C" 12. 100- YR/3 -HR Hydrograph for Area "H" 13'. 100- YR/6 -HR Hydrograph for Area "H" 14. 100- YR/24 -HR Hydrograph for Area "H" 15. lWYR/3 -HR Combined Hydrograph for Areas "A ",. "B ", and "C" 16. 100-M3-HR Combined Hydrograph for Areas "A ", "B ", and "C" 17. 100- M24-HR Combined Hydrograph for Areas "A ", "B ", and "C" 30454.00-9651 -JR SUMMARY OF PEAK FLOW RATES THE QUARRY AT LA QUINTA SUBAREA ACREAGE 3 -HR 6 -HR 24 -HR COMMENTS A 628 893.2 760.1 356.8 Node 1,, Dev. & Ex. Cond. B 639 894.4 750.7 337.3 Node 2, Dev. Cond. �. C *46 55.8 41.4 6.5 Node 3, Dev. Cond. H 356' 484.0 409.8 211.2 Node 6, Ex. Cond. H 380 510.4 431.3 219.4 Node 6. 1, Dev. & Ex. Cond. �. A, B & C 1313 1829.3 1 530.1 700.5 Node 3 V *Computed in order to combine with Areas A & B r 30454.00- 9709 -JR RAINFALL DATA THE QUARRY AT LA QUINTA Source: NOAA Atlas 2, Volume XI - California, 1973 30454.00 - 9710 -7R 1 -HR 3 -HR 6 -HR 24 -HR 100-YR 1.51 2.19 2.81 5.25 50-YR 1.35 2.03 2.65 4.75 25 -YR 1.15 1.75 2.30 4.25 10-YR 0.95 1.49 1.80 3.00 S -YR 0.80 1.17 1.50 2.50 2 -YR 0.58 0.85 1.10 1.80 30454.00 - 9710 -7R ', I 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100-YR / 3- HR.HYDROGRAPH FOR AREA "A" AT C.P. NO. 1 EXISTING AND DEVELOPED CONDITIONS QUARRY.AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 628.00 Acres = 0.981 Sq. Mi. Length along longest watercourse = 8000.00 Ft. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 1.515 Mi. Length along longest watercourse measured to centroid = 0.994 Mi. Difference in elevation = 1515.00 Ft. Slope along watercourse = 999.9000 Ft. /Mi. Average Manning's 'N' = 0.038 Lag time = 0.287 Hr. Lag time 17.21 Min. 25% of lag time = 4.30 Min. 40% of lag time = 6.88 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall.(In.).[2] Weighting[1 *2] 628.00 2.19 1375.32 Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.73 % Adjusted average point rain = .2.184 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091.' 0.300_ 0.066 0.779 0.052 78.0 0.268 0.100 0.244 0.221 0.054 Sum (F) = 0.106 Area averaged mean soil loss (F) (In /Hr) = 0.106 Minimum soil loss rate (In /Hr) = 0.053 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 . U n i t H y d r o g r a p h -------------------------------------------------------------- Desert S -Curve - - - - -- ' Unit Hydrograph Data ' ---------------------------------------=----------------------------- Unit time period Time % of lag Distribution Unit Hydrograph --------------------------------------------------------------------- (hrs) Graph % cfs- hrs /in 1 0.083 29.052 1.678 10.6 ' 2 0.167 58.105 7.116 45.0 3 0.250 87.157 19.780 125.2 4 5 0.333 0.417 116.210 145.262 21.928 12.442 138.8 78.7 6 0.500 174.315 7.800 49.4 7 0.583 203.367 5.650 35.8 8 0.667 232.420 4.245 26.9 9 0.750 261.472 3.304 20.9 10 0.833 290.524 2.787 17.6 11 0.917 319.577 2.243 14.2 12 1.000 348.629 1.736 11.0 13 1.083 377.682 1.523 9.6 14 15 1.167 1.250 406.734 435.787 1.319 1.074 8.3 6.8 16 1.333 464.839 0.957 6.1 17 1.417 493.892 0.783 5.0 1 18 1.500 522.944 0.683 4.3 19 1.583 551.996 0.528 3.3 20 1.667 581.049 0.391 2.5 21 1.750 610.101 0.•294 1.9 22 1.833 639.154 0.336 2.1 23 1.917 668.206 0.349 2.2 24 25 2.000 2.083 697.259 726.311 0.349 0.280 2.2 1.8 26 2.167 755.364 0.182 1.2 27 2.250 784.416 0.245 1.5 ---------------------------------------------------------------------- Sum = 100.00 Sum= 632.9 tUnit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.08 1.30 0.341 0.106 - -- 0.24 '2 0.17 1.30 0.341 0.106 - -_ 0.24 3 0.25 1.10 0.288 0.106 -- 0.18 4 0.33 1.50 0.393 0.106 - -- 0.29 5 0.42 1.50 0.393 0.106 - -- 0.29 6 0.50 1.80 0.472 0.106 - -- 0.37 7 0.58 1.50 0.393 0.106 - -- 0.29 0.67 1.80 0.472 0.106 =__ 0.37 '8 9 0.75 1.80 0.472 0.106 0.37 10 0.83 1.50 0.393 0.106 - -- 0.29 11. 0.92 1.60 .0.419 0.106 - -- 0.31 12 1.00 1.80 0.472 0.106 - -- &.37 13 1.08 2.20 0.577 0.106 - -- 0.47 14 1.17 2.20 0.577 0.106, - -- 0:47 15 1.25 2.20 0.577 0.106 - -- 0.47 16 1.33 2.00 0.524 0.106 - -- 0.42 7 1.42 2.60 0.681 0.106 - -- 0.58 18 1.50 2.70 0.708 0.106 - -- 0.60 ' 19 1.58 2.40 0.629 0.106 ___ -0.52 20 1.67 2.70 0.708 0.106 0.60 21 1.75 3.30 0.865 0.106 - -- 0.76 ' 22 1.83 3.10 0.812 0.106 - -- 0.71 r 23 1.92 2.90 0.760 0.106 - -- .0.65 24 2.00 3.00 0.786 0.106 - -- 0.68 25 2.08 3.10 0.812 0.106 - -- 0.71 ?6 2.17 4.20 1.101 0.106 - -- 1.00 .7 2.25 5.00' 1.310 0.106 - -- 1.20 28 2.33 3.50 0.917 0.106 - -- 0.81 29 2.42 6.80 1.782 0.106 - -- 1.68 30 2.50 7.30 1.913 0.106 - -- 1.81 31 2.58 32 2.67 8.20 5:90 2.149 0.106 1.546 0.106 - -- - -- 2.04 1.44 33 2.75 2.00 0.524 0.106 - -- 0.42 3.4 2.83 1.80 0.472 0.106 - -- 0.37 35 2.92 1.80 0.472 0.106 0.37 36 3.00 0.60 0.157 0.106 ___ 0.05 Sum = 100.0 Sum = 22.4 Flood volume = Effective rainfall 1.87 (in.) '} times area ;-z ?628.0 (Ac.) /12 = 9.7.7 Acre Feet Total soil loss = 0.32 (In.) �+ Total Total soil loss rainfall = 16..583 Acre Feet = 2.18(In.) i Flood volume = Effective rainfall 1.87 (in.) times area 628.0000 (Ac.) times 43560/12 = 4256328.6 Cubic Feet - Total -------------------------------------------------------------------- soil loss = 722366.3 Cubic Feet _--=- --------------=----------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M ---- - - - - -- -- _- R- u- n- o- f- f------ H -y -d -r o g r a p h ------------------------------ Hydrograph in 5 Minute.intervals (CFS) -------------------=----------------=------------------------------- Time(h +m) Volume(AF) Q(CFS) 0 225.0 450.0 . 675.0. 900.0 ----------------------------------------------------------------------- 0+ 5 0.0172 2.50 Q 0 +10 0.1073 13.08 Q 0 +15 0.3963 41.96 VQ 0 +20 0.9013 73.33 V Q 0 +25 1.5212 90.00 V Q 0 +30 2.2670 108.29 V Q 0 +35 3.1611 129.83 V Q 0 +40 4.1869 .148.95 V Q I 0 +45 5.3011 161.77 V Q 0 +50 6.4894 172.55 V Q 0 +55 7.7493 182.94 V Q ' 1+ .0 9.0152 183.81 V Q 1+ 5 10.2977 186.20 V Q 1 +10 11.6761 200.15 V Q 1 +15. 13.2107 222.83 V Q 1 +20 14.8829 242.80 V Q !� 1 +25 16.6364 254.60 V Q 1 +30 18.4541 263.93 V Q 1 +35 20.4026 282.92 V Q -'" 1 +40 22.5098 305.96 V Q 1 +45 1 +50 24.7047 27.0146 318.70 335.40 V V Q Q 1 +55 29.5296 365.17 V Q 2+ 0 32.1947 386.98 V Q 2+ 5 34.9018 393.07 V Q 1 2 +10 37.6692 401.83 V Q 2 +15 40.6099 426.99 V Q 2 +20 43.8929 476.69 V Q 2 +25 47.6138 540.27 V Q 2 +30 51.6634 588.01 V Q 2 +35. 56.3761 684.28 V Q ' 2 +40 62.0051 817.33 V Q 2 +45 68.1565 893.18 V I Q 2 +50 2 +55 74.0561 78.8716 856.62 699.20 V Q QV 3+ 0 82.5939 540.49 Q V 3+ 5 85.6152 438.69 Q V 3 +10 87.9962 345.72 Q V 3 +15 89.7923 260.78 Q V 3 +20 91.1898 202.92 Q V 3 +25 92.3154 163.44 Q V ' 3 +30 93.2349 133.52 Q V 3 +35 93.9988 110.91 Q V 3 +40 3 +45 94.6428 95.1796 93.51 77.95 Q Q V V 3 +50 95.6287 65.21. Q V 3 +55 96.0065 54.85 Q V 4+ 0 96.3207 45.62 Q V 4+ 5 96.5789 37.49 Q V 4 +10 96.7929 31.08 Q V 4 +15 96.9733 26.19 Q V ' 4 +20 97.1330 23.19 Q V 4 +25 97.2740 20.47 Q V 4 +30 4 +35 97.3892 97.4856 16.74 14.00 Q Q V V :., 4 +40 97.5567 10.32 Q V 4 +45 97.6069 7.30 Q V 4 +50 97.6364 4.29 Q V 4 +55 97.6491 1.83 Q V 5+ 0 97.6565, 1.08 Q V 0 ' 5 +10 97.6614 0.08 Q V 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------ 7 ----------------------------------------------- 100-YR / 6 -HR HYDROGRAPH FOR AREA "A" AT C.P. NO. 1 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 628.00 Acres = 0.981 Sq. Mi. Length along longest watercourse = 8000.00 Ft. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 1.515 Mi. Length along longest watercourse measured to centroid = 0.994 Mi. Difference in elevation = 1515.00 Ft. Slope along watercourse = 999.9000 Ft. /Mi. ' Average Manning's 'N' = 0.038 Lag time = 0.287 Hr. Lag time = 17.21 Min. 25% of lag time = 4.30 Min. 40% of lag time = 6.88 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) Area rainfall data: ' Area Acres 1 Rainfall(In. 2 Wei htin 1 *2 ( )[ ] )[ ] g g[ ] 628.00 2.81 1764.68 ' Point rain (area averaged) = 2.810 (In.) Areal adjustment factor = 99.78 % Adjusted average point rain = 2.804 (In.) ' RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.779 0.052 78.0 0.268 0.100 0.244 0.221 0.054 Sum (F) = 0.106 Area averaged mean soil loss (F) (In /Hr) = 0.106 Minimum soil loss rate (In /Hr) = 0.053 (for 24 hour storm duration) ' Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h Desert S -Curve ' - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 2 Unit H dro ra h Data Y g P 0.50 0.60 0.168 0.202 ---=------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph 0.60 (hrs) --------------------------------------------------------------------- 0.106 - -- 0.10 Graph % cfs- hrs /in 0.33 1 0.083 29.052 1.678 .10.6 5 2 0.167 58.105 7.116 45.0 3 0.250 87.157 19.780 125.2 0.13 4 0.333 116.210 21.928 138.8 0.106 - -- 5 0.417 145.262 12.442 78.7 0.236 6 0.500 174.315 7.800 49.4 0.70 7 0.583 203.367 5.650. 35.8 0.83 8- 0.667 232.420 4.245 26.9 11 12. 9 0.750 261.472 3.304 20.9 10 0.833 290.524 2.787 17.6 0.16 11 0.917 319.577 2.243 14.2 0.106 - -- 12 1.000 348.629 1.736 11.0 0.269 13 1.083 377.682 1.523 9.6 0.80 14 1.167 406.734 1..319 8.3 1.42 15 1.250 435.787 '1.074 6.8 18 16 1.333 464.839 0.957 6.1 17 1.417 493.892 0.783 5.0 0.16 18 1.500 522.944 0.683 4.3 0.106 - -- 19 1.583 551.996 0.528 3.3 0.269 20 1.667. 581.049 0.391 2.5 0.80 21 1.750 610.101 0.294 1.9 22 1.833 639.154 0.336 2.1 23 1.917 668.206 0.349 2.2 24 2.000 697.259 0.349 2.2 i. 25 2.083 726.311 0.280 1.8 26 2.167 755.364 0.182 1.2 27 2.250 784.416 0.245 1.5 -------------------------------- - - - - -- Sum - -- 100_00 - - - -- Sum - - -- 632 -9 - -- ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 2 0.08 0.17 0.50 0.60 0.168 0.202 0.106 __- 0.106 0.06 0.10 3 0.25 0.60 0.202 0.106 - -- 0.10 4 0.33 0.60 0.202 0.106 - -- 0.10 5 0.42 0.60 0.202 0.106 - -- 0.10 6 0.50 0.70 0.236 0.106 - -- 0.13 7 0.58 0.70 0.236 0.106 - -- 0.13 0.67 0.70 0.236 0.106 - -- 0.13 '8 9 0.75 0.70 0.236 0.106 - -- 0.13 10 0.83 0.70 0.236 0.106 - -- 0.13 11 12. 0.92 1.00 0.70 0.80 0..236 0.2 °69 0.106 - -- 0.106 0.13 0.16 13 1.08 0.80 0.269 0.106 0.16 14 1.17 0.80 0.269 0.106 - -- 0.16 15 1.25 0.80 0.269 0.106 - -- 0.16 16 1.33 0.80 0.269 0.106 - -- 0.16 7 1.42 0.80 0.269 0.106 - -- 0.16 18 1.50 0.80 0.269 0.106 ___ 0.16 19 1.58 0.80 0.269 0.106 0.16 20 1.67 0.80 0.269 0.106 - -- 0.16 21 1.75 0.80 0.269 0.106 - -- 0.16 22 1.83 0.80 0.269 0.106 - -- 0.16 23 24 ' 25 '6 _7 28 29 ' 30 31 32 33 34 35 36 37 38 39 40 ' 41 42 43 44 45 46 47 48 49 50 ' 2 . .2 53 54 55 56 57 58 59 60 61 63 64 65 66 6.7 68 ' 69 70 71 72 f 1 1 1.92 0.80 0..269 0.106 - -- 2.00 0.90 0.303 0.106 - -- 2.08 0.80 0.269 0.106 - -- 2.17 0.90 0.303 0.106 - -- 2.25 0.90 0.303 0.106 - -- 2.33 0.90 0.303 0.106 - -- 2.42 0.90 0.303 0.106 - -- 2.50 0.90 0.303 0.106 - -- 2.58 0.90 0.303 0:106 - -- 2.67 0.90 0.303 0.106 - -- 2.75 1.00 0.336 0.106 - -- 2.83 1.00 0.336 .0.106- - -- 2.92 1.00 0.336 0.106 - -- 3.00 1.00 0.336 0.106 - -- 3.08 1.00 0.336 0.106 - -- 3.17 1.10 .0.370 0.106 - -- 3.25 1.10 0.370 0.106 - -- 3.33 1.10 0.370 0.106 - -- 3.42 1.20 0.404 0.106 - -- 3.50 1.30 0.437 0.106 - -- 3.58 1.40 0.471 0.106 - -- 3.67 1.40 0.471 0.106 - -- 3.75 1.50 0.505 0.106 - -- 3.83 1.50 0.505 0.106 - -- 3.92 1.60 0.538 0.106 - -- 4.00 1.60 0.538 0.106 - -- 4.08 1.70 0.572 0.106 - -- 4.17 1.80' 0.606 0.106 - -- 4.25 1.90 0.639 .0.106 - -- 4.33 2.00 0.673 0.106 - -- 4.42 2.10 0.707 0.106 - -- 4.50 2.10 0.707 0.106 - -- 4.58 2.20 0.740 0.106 - -- 4.67 2.30 0.774 0.106 - -- 4.75 2.40 0.808 0.106 - -- 4.83 2.40 0.808 0.106 - -- 4.'92 2.50 0.841 0.106 - -- 5.00 2.60. 0.875 0.106 - -- 5.08 3.10 1.043 0.106 - -- 5.17 3.60 1.211 0.106 - =- 5.25 3.90 1.312 0.106 - -- 5.33 4..20 1.413 0.106 - -- 5.42 4.70 1.581 0.106 - -- 5.50 5.60 1.884 0.106 - -- 5.58 1.90 0.639 0.106 - -- 5.67 0.90 0.303 0.106 - -- 5.75 0.60 0.202 0.106 - -- 5.83 0.50 0.168 0.106 - -- 5.92 0.30 0.101 0.106 0.091 6.00 0.20 0.067 0. 10i6 0.061 Sum = 100.0 Sum = Flood volume = Effective rainfall 2.18 (in.) times area 628.0 (Ac.) /12 = 113.8 Acre Feet Total soil loss = 0.63 (In.) Total soil loss = 32.906 Acre Feet Total rainfall = 2.80(In.) . Flood volume = Effective rainfall 2.18 (in.) times area 628.0000 (Ac.) times 43560/12 = 4958594.9 Cubic Feet Total soil loss = 1433365.0 Cubic Feet 0.16 0.20 0..16 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.23 0.23 0.23 0.23 0.23 0.26 0.26 0.26 0.30 0.33 0.37 0.37 0.40 0.40 0.43 0.43 0.47 0.50 0.53 0.57 0.60 0.60 0.63 0.67 0.70 0.70 0.74 0.77 0.94 1.11 1.21 1.31 1.48 1.78 0.53 0.20 0.10 0.06 0.01 0.01 26.1 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h --------------------------------=----------------------------------- Hydrograph in 5 Minute intervals,(CFS) ' Time( h+ m)- Volume(AF)--- Q(CFS)-- 0 - - - - -- 200_0 - - - -- 400_0 - - - -- 600_0- 800.0 _ .s. - - - - - -- 0+ 5 0.0046 0.66 Q 0 +10 0.0310 3.84 Q 0 +15 0.1219 13.20 Q 0 +20 0.3017 26.10 VQ 0 +25 0.5475 35.70 VQ ' 0 +30 0.8353 41.79 V Q 0 +35 1.1605 47.21 V Q 0 +40 0 +45 1.5345 1.9559 54.31 61.19 V Q V Q 0 +50 2.4081 65.65 V Q 0 +55 2.8818 68.79 V Q 1+.0 3.3744 71.52 V Q 1+.5 3.8903 74.91 V Q 1 +10 4.4459 80.67 V. Q 1 +15 5.0426 86.64 V Q 1 +20 5.6650 90.38 V Q 1 +25 6.3050 92.92. V Q ' 1 +30 1 +35 6.9585 7.6225 94•.89 96.43 V Q V.Q 1 +40 8.2949 97.63 V Q 1 +45 8.9741 98.62 VQ 1 +50 9.6591 99.46 VQ 1 +55 10.3491 100.19 V Q 2+ 0 11.0460. 101.19 V Q 2+ 5 11.7547 102.90 VQ ' 2 +10 12.4874 106.38 VQ 2 +15 13.2364 108.76 VQ 2 +20 2 +25 14.0026 14.7956 111.25 115.15 VQ Q 2 +30 15.6050 117.51 Q 2 +35 16.4245 119.00 Q 2 +40 17.2517 120.11 Q 2 +45 18.0874 121.34 Q 2 +50 18.9380 123.51 Q 2 +55 19.8216 128.29. Q 3+ 0 20.7406 133.45 QV 3+ 5 21.6804 136.46 QV 3 +10 22.6364 138.81 QV 3 +15 23.6129 141.78 QV }. 3 +20 24.6259 147.09 QV 3 +25 25.6796 153.00 Q V 3 +30 26.7695 158.25 Q V 3 +35 27.9168 166.59 QV 3 +40 29.1472 178.65 Q V 3 +45 30.4685 191.86 QV 3 +50 31.8694 203.41 QV 3 +55 33.3459 214.38 QV 4+ 0 34.8960 225.08 QV 4+ 5 36.5193 235.70 IQV 0 5 +45 97.7039 662.55 !. 4 +10 38.2179 246.65 QV QV 5 +50 101.0775 489.86 4 +15 39.9999 258.74 V Q V 5 +55 103.5801 363.37 4 +20 41.8860 273.86 V QV 6+ 0 105.5071 279.80 4 +25 43.8874 290.61 V QV 6+ 5 107.0148 218.92 4 +30 46.0088 308.03 V QV 6 +10 108.2114 173.75 4 ±35 48.2473 325.02 V Q 6 +15 109.1842 141.25 Q 4 +40 50.5878 339.84 V QV 109.9791 115.43 Q 4 +45 53.0298 354.59 6 +25 QV 95.18 Q 4 +50 55.5872 371.32 6 +30 6 +35 QV 80.07 67.40 Q Q 4 +55 58.2607 388.19 6 +40 QV 56.30 _r. 5+ 0 61.0361 402.99 V QV 112.3632 47.21 5+ 5 63.9233 419.22 V Q V 6 +50 112.6331 �,. 5 +10 66.9805 443.91 V QV 6 +55 112.8577 .32.61 5 +15 70.3273 485.95 V Q 7+ 0 113.0426 26.84 5 +20 74.0766 544.40 V VQ 113.1964 22.34 5 +25 78.2515 606.19 V V Q 113.3276 5 +30 82.8664 .670.09 V VI Q 113.4444 5 +35 87.9062 731.77 V V Q 113.5452 5 +40 93.1408 760.07 V 7 +25 V 0 ij 1 5 +45 97.7039 662.55 QV 5 +50 101.0775 489.86 Q V 5 +55 103.5801 363.37 Q V 6+ 0 105.5071 279.80 Q V 6+ 5 107.0148 218.92 Q V 6 +10 108.2114 173.75 Q V 6 +15 109.1842 141.25 Q V 6 +20 109.9791 115.43 Q V 6 +25 110.6346 95.18 Q V 6 +30 6 +35 111.1861 111.6503 80.07 67.40 Q Q V V 6 +40 112.0380 56.30 Q V 6 +45 112.3632 47.21 Q V 6 +50 112.6331 39.20 Q V 6 +55 112.8577 .32.61 Q V 7+ 0 113.0426 26.84 Q V 7+ 5 113.1964 22.34 Q V 7 +10 113.3276 19.05 Q V 7 +15 113.4444 16.96 Q V 7 +20 113.5452 14.63 Q V 7 +25 113.6272 11.91 Q V .a: 7 +30 113.6882 8.86 Q V 7 +35 113.7303 6.10 Q V 7 +40 113.7585 4.11 Q'. V 7 +45 113.7682 1.40 Q V 7 +50 113.7721 0.56 Q V 7 +55 113.7738 0.25 Q V 8+ 0 113.7746 0.12 Q V 8+ 5 113.7748 0.02 Q V 8 +10 113.7749 0.01 Q V _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ..J ij 1 U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 24 -HR HYDROGRAPH FOR AREA "A" AT C.P. NO. 1 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------_----------------------------------------------------- Drainage Area 628.00 Acres = 0.981 Sq. Mi. Length along longest watercourse = 800-0.00 Ft. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 1.515 Mi. ' Length along longest watercourse measured to centroid = 0.994 Mi. Difference in elevation = 1515.00 Ft. Slope along watercourse = 999.9000 Ft. /Mi.. ' Average Manning's 'N' = 0.038 Lag time = 0.287 Hr. Lag time = 17.21 Min. 25% of lag time = 4.30 Min. 40% of lag time = 6.88 Min. Unit time = 15.00 Min. ' Duration of storm = 24 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall(In.) 2 Wei htin 1 *2 [ ] g g[ ] 628.00 5.25 3297.00 �. Point rain (area averaged). 5.250 (In.) Areal adjustment factor = 99.88 % Adjusted average point rain = 5.244.(In.) ' RI Infil. rate Impervious Adj.' Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) ' 93.0 0.091 0.300 0.066 0.779 78.0 0.268 0.100 0.244 0.221 0.052 0.054 Sum (F) = 0.106 Area averaged mean soil loss (F) (In /Hr) = 0.106 Minimum soil loss rate (In /Hr) = 0.053 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 ' --------------------------------------------------------------------- U n i t H y d r o g r a p h Desert S -Curve ---------------------------------.----------------------------- - - - - -- ' Unit Time (Hr.) Pattern Percent Storm Rain (in. /hr.) Loss rate(In. /Hr) Max Low Effective (in. /hr.) Unit H dro ra h Data Y g P 0.25 ' --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) 0.50 Graph A cfs- hrs /in 0.184 1 0.250- 87.157 13:016 - 82:-4- 0.75 2 0.500 174.315 48.381 306.2 0.01 3. 0.750 261.472 18:929 119:8 0.084 4 1,.000 5 1.250 348.629 435..787 8.478 4.665 53'.7. 29.5 5 6 1.500 522.944 2.862 18.1 0.057 7 1.750 610.101 1.603 10.1 0.30 8 2.000 697.259 1.011 6.4 '6 9 2.250 784.416 1.056 6.7 0.174 0.057 Sum = 100.00 Sum= 632.9 ij Unit Time (Hr.) Pattern Percent Storm Rain (in. /hr.) Loss rate(In. /Hr) Max Low Effective (in. /hr.) 1 0.25 0.20 0.042 0.187.. 0.038 0.00 2 0.50 0.30 0.063 0.184 0.057 0.01 3 0.75 0.30 0.063 0.182 0.057 0.01 4 1.00 0.40 0.084 0.180 0.076 0.01 5 1.25 0.30 0.063 0.178 0.057 0.01 1.50 0.30 0.063 0.176 0.057 0.01 '6 7 1.75 0.30 0.063 0.174 0.057 0.01 8 2.00 0.40 0.084 0.172 0.076 0.01 '9 0 2.25 2.50 0.40 0.40 0.084 0.084 0.170 0.168 0.076 0.076 0.01 0.01 ,. �1 2.75 0.50 0.105 0.165 0.094 0.01 12 3.00 0.50 0.105 0.163 0.094 0.01 L13 3.25 0.50 0.105 0.161 0.094 0.01 14 3.50 0.50 0.105 0.159 0.094 0.01 15 3.75 0.50 0.105 0.157 0.094 0.01 4.00 0.60 0.126 0.155 0.113 0.01 '16 17 4.25 0.60 0.126 0.153 0.113 0.01 18 4.50 0.70 0.147 0.151 0.132 0.01 19 20 4.75 5.00 0.70 0.80 0.147 0.168 0.150 0.148 0.132 - -- 0.01 0.02 21 5.25 0.60 0.126 0.146 0.113 0.01 22 5.50 0.70 0.147 0.144 - -- 0.00 1 23 5.75 0.80 0.168 0.142 0.03 24 6.00 0.80 0.168 0.140 ___ 0.03 " 25 6.25 0.90 0.189 0.138 - -- 0.05 26 27. 6.50 6.75 0.90 1.00 0:189 0.210 0.136 0.135 - -- - -- 0.05 0.08 28 7.00 1.00 0.210 0.133 - -- 0.08 29 7.25 1.00 0.210 0.131 - -- 0.08 30 7.50 1.10 0.231 0.129 - -- 0.10 31 7.75 1.20 0.252 0.127 - -- 0.12 32 8.00 1.30 0.273 0.126 - -- 0.15 33 8.25 1.50 0.315 0.124 0.19 34 8.50 1.50 0.315 0.122 ___ 0.19 5 8.75 1.60 0.336 0.120 - -- 0.22 36 9.00 1.70 0.357 0.119 0.24 37 9.25 1.90 0.399 0.117 ___ 0.28 38 9.50 2.00 0.419 0.115 - -- 0.30 39 9.75 2.10 0.440 0.114 - -- 0.33 1 40 10.00 2.20 0.461 0.112 - -- 0.35 0.20 0.21 0.31 0.31 0.29 0.30 0.26 0.28 0.43 0.45 0.49 0.51 0.62 0.62 0.39 0.39 0.48 0.46 0.46 0.44 0.42 0.40 0.32 0.32 0.01 0.01 0.01 0.01 0.03 0.03 0.03 0.01 0.02 0.02 0.01 0.00 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.7 41 10..25 1.50 0.315 0.110 - -- 42 10.50 1.50 0.315 0.109 - -- 43 10.75 2.00 0.419 0.107 - -- 14 11.00 2.00 0.419 0.106 - -- .5 11.25 1.90. 0.399 0.104 - -- 11.'50 1.90 0.399 0.103 - -- '46 47 11.75 1.70 0.,357 0.101 - -- 48 12.00 1.80 0.378 0:100 - -- . 49 50 12.25 12.50 2.50 2.60 0.524 0.545 0.098 0.097 - -- - -- 51 12.75 2.80 0.587 0.095 - -- 52 13.00 2.90 0.608 0.094 - -- 53 13.25 3.40 0.713' 0.092 - -- 54 13.50 3.40 0.713 0.091 - -- 55 13.75 2.30 0.482 0.090 - -- 56 14.00 2.30 0.482 0.088 - -- 1 57 14.25 2.70 0.566 0.087 - -- 58 14.50 2.60 0.545 0.086 - -- 59 60 14.75 15.00 2.60 2.50 0.545 0.524 0.084 0.083 - -- - -- 61 15.25 2.40 0.503 0.082 - -- 62 15.50 2.30 0.482 0.080 - -- '63 15.75 1.90 0.399 0.079 64 16.00 1.90 0.399 0.078 __- - 65 16.25 0.40 0.084 0.077 - -- 16.50 0.40 0.084 0.076 - -- '66 67 16.75 0.30 0.063 0.074 0.057 68 17.00 0.30 0.063 0.073 0.057 ' 69 '0 17.25 17.50 0.50 0.50 0.105' 0.105 0.072 0.071 - -- - -- /1 17.75 0.50 0.105 0.070 - -- 72 18.00 0.40 0.084 0.069 - -- �' 73 18.25 0.40 0.084 0.068 74 18.50 0.40 0.084 0.067 ___ 75 18.75 0.30 0.063 0.066 0.057 19.00 0.20 0.042 0.065 0.038 '76 77 19.25 0.30 0.063 0.064 0.057 78 19.50 0.40 0.084 0.063 - -- ' 79 80 19.75 20.00 0.30 0.20 0.063 0.042 0.062 0.062 - -- 0.038 81 20.25 0.30 0.063 0.061 - -- 82 20.50 0.30 0.063 0.060 - -- 83 20.75 0.30 0.063 0.059 - =- 84 21.00 0.20 0.042 0.059 0.038 " 85 21.25 0.30 0.063 0.058 - -- .21.50 0.20 0.042 0.057 0.038 '86 87 21.75 0.30 0.063 0.057 - -- 88 22.00 0.20 0.042 0.056 0.038 89 22.25 0.30 0.063 0.055 - -- '90 22.50 0.20 0.042 0.055 0.038 91 22.75 0.20 0.042 0.054 0.038 92 23.00 0.20 0.042 0.054 0.038 93 23.25 0.20 0.042 0.054 0.038 94 23.50 0.20 0.042 0.053 0.038 5 23.75 0.20 0.042 0.053 0.038 24.00 0.20 0.042 0.053 0.038 '96 Sum = 100.0 Sum = Flood volume = Effective rainfall 3.18 (in.) times area 628.0 (Ac.) /12 = 166.6 Acre Feet ' Total soil loss = 2.06 (In.) 0.20 0.21 0.31 0.31 0.29 0.30 0.26 0.28 0.43 0.45 0.49 0.51 0.62 0.62 0.39 0.39 0.48 0.46 0.46 0.44 0.42 0.40 0.32 0.32 0.01 0.01 0.01 0.01 0.03 0.03 0.03 0.01 0.02 0.02 0.01 0.00 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.7 .1 Total soil loss = 107.787 Acre Feet Total rainfaIl = 5.24(In.) '. Flood volume = Effective rainfall 3.18 (in.) times area 628.0000 (Ac.) times 43560/12 = 7258209.7 Cubic Feet Total soil loss = 4.695220 6 Cubic Feet ' ----------------------------=---------------------------------- - - - - -. ------=------------------------------------------------------------- +++++++++++ ++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) ---------------------------------------------------------------=---- Time(h +m)- Volume(AF) - - -Q( CFS)-- 0 - - - - -- 100_0 - - - -- 200_0 - - - -- 300_0 - - -- -400.0 0 +15 0.0071 0.35 Q 0 +30 0.0444 1.80 Q 0 +45 0.1053 2.95 Q 1+ 0 0.1796 3.60 Q 1 +15 0.2685 4.30 Q ' 1 +30 0.3522 4.05 Q 1 +45 0.4346 3.99 Q 2+ 0 0.5206 4.16 Q 2 +15 0.6202 4.82 Q �. 2 +30 0.7250 5.07 Q 2 +45 0.8355 5.35 Q 3+ 0 0.9605 6.05 Q ' 3 +15 1.0912 6.33 Q 3 +30 1.2247 6.46 Q 3 +45 1.3598 6.54 Q 4+ 0 1.4995 6.76 Q 4 +15 1.6529 7.42 Q 4 +30 1.8154 7.86 Q ' 4 +45 1.9937 8.63 Q 5+ 0 2.1878 9.40 Q 5 +15 2.4069 10.60 VQ 5 +30 2.5771 8.23 Q 5 +45 2.7139 6.62 Q 6+ 0 2.9705 12.42 VQ 6 +15 3.3216 16.99 VQ 6 +30 3.8429 25.23 V Q 6 +45 4.4828 30.97 V Q 7+ 0 5.3074 39.91 V Q 7 +15 6.2222 .44.27 V Q 1 7 +30 7.2285 48.71 V Q 7 +45 8.4469 58.97 V Q 8+ 0 9.9195 71.27 V Q ' 8 +15 11.7017 86.26 V Q 8 +30 13.8630 104.61 V Q 8 +45 16.2333 114.72 V Q 9+ 0 18.8661 127.43 V Q 9 +15 21.8177 142.86 V Q 9 +30 25.1936 163.39 V Q 9 +45 28.9140 180.07 V Q ' 10+ 01 32.9521 195.44 V Q 10 +15 37.0133 196.56 V Q 10 +30 40.2778 158.00 V Q 1 10 +45 43.4367 152.89 V Q ' V Q Q 11+ 0 47.1508 179.76 11 +15 51.0407 188.27 V '11 +30 54.8897 186.29 V 11 +45 58.6745 183.18 V 12+ 0 62.2491 173.01 12 +15 66.1113 186.93 .. Q 12 +30 70.9689- 235.11 12 +45 76.4213 263.89 13+ 0 82.4028 289.51 13 +15 88.9273 315.78 13 +30 96.2989 356.79 13 +45 103.6403 355.33 14+ 0 109.7118 293.86 14 +15 115.4766 279.02 14 +30 121.5506 293.98 14 +45 127.6069 293.12 15+ 0 133.6162 290.85 15 +15 139.4683 283.24 +30 145.1048 272.81 '15 15 +45 150.3851 255.57 16+ 0 155.0696 226.73 16 +15 158.9919 189.84 16 +30 160.8186 88.41 16 +45 161.8104 48.00 17+ 0 162.4054 28.80 Q 17 +15 162.8281 20.46 Q 17 +30 163.2873 22.22 Q 17 +45 163.7425 22.04 Q 0 164.1607 20.24 Q '18+ 18 +15 164.4308 13.07 Q .,. 18 +30 164.6713 11.64 Q 18 +45 164.8868 10.43 Q 19+ 0 165.0275 6.81 Q 19 +15 165.1305 4.99 Q 19 +30 165.2513 5.85 Q 19 +45 165.4227 8.30 Q 20+ 0 165.5034 3.90 Q 20 +15 165.5687 3.16 Q 20 +30 165.6170 2.34 Q 20 +45 165.6623 2.19 Q 21+ 0 165.7106 2.34 Q 21 +15 165.7647 2.62 Q '21 +30 165.8248 2.91 Q 21 +45 165.8838 2.86 Q 22+ 0 165.9527 3.33 Q +15 166.0185 3.19. Q '22 22 +30 166.0969 3.79 Q 22 +45 166.1614 3.12 Q 23+ 0 166.2209 2.88 Q '23 +15 166.2784 2.78 Q 23 +30 166.3348 2.73 Q 23 +45 166.3906 2.70 Q 24+ 0 166.4459 2.68 Q 24 +15 166.4941 2.33 Q 24 +30 166.5153 1.02 Q +45 166.5260 0.52 Q '24 25+ 0 166.5322 0.30 Q 25 +15 166.5358 0.17 Q 25 +30 166.5378 0.10 Q ' 25 +45 166.5389 0.05 Q X u V Q Q V Q QV V Q. Q V V Q Q V V Q Q V V Q Q. V Q Q V Q V Q V Q V Q V Q V Q Q u w V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q QV Q V Q V Q V Q. Q Q w V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 26+ 0 166.5395 0.03 Q A V ----------------------------------------------------------------------- i t w 1 U n i t H y d r o g r-a p h A n.a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date .04/09/93 ++++++++++±++++++++++++++++++++++++++++++ + + + + + + + + + + + + +.... + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR./ 3 -HR HYDROGRAPH FOR AREA "B" AT C.P. NO. 2 EXISTING CONDITION QUARRY AT LA QUINTA --------------------------------------------------7----------------- Drainage Area = 639.00 Acres = 0.998 Sq. Mi. Length along longest watercourse = 8700.00 Ft. Length along longest watercourse measured to centroid = 3550.00 Ft. Length along longest watercourse = 1.648 Mi. Length along longest watercourse measured to centroid = 0.672 Mi. Difference in elevation = 1210.00 Ft. % Slope along watercourse = 734.3448 Ft. /Mi. Average'Manning's 'N' = 0.038 point rain = 2.184 (In.) Lag time = 0.271 Hr. RI Infil. rate Lag time = 16.24 Min. Adj. Infil. Rate Area% 25% of lag time = 4.06 Min. (In /Hr) (Dec. %) 40% of lag time = 6.50 Min. (Dec.) (In /Hr) Unit time = 5.00 Min. 0.300 0.066 Duration of storm = 3 Hour(s) 0.051 78.0 0.268 Area rainfall data: Area(Acr.es)[1] Rainfall(Iri.)[2] Weighting[1 *2] 639.00 2.19 1399.41 Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.72 % Adjusted average point rain = 2.184 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.762 0.051 78.0 0.268 0.100 0.244 0.238 0.058 Sum (F) = 0.109 Area averaged mean soil loss (F) (In /Hr) = 0.109 Minimum soil loss rate (In /Hr) = 0.054 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 U n i t H y d r o g r a p h -------------------------------------------------------------- Desert S -Curve - - - - -- J Unit 1 1 2 3 4 5 ' 6 7 8 9 ' 10 11 12 13 14 15 16 17 8 19 20 21 22 ' 23 Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Unit Hydrograph Data (in. /hr.) 0.08 --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph 0.17 (hrs) ------------------------------------------------------------------ 0.341 Graph % cfs- hrs /in 0.25 1 0.083 30.792 1.833 11.8 t: 2 0.167 61.585 8.113 52.2 0.393 3 0.250 92.377 22.480 144.8 0.109 - -- 4 0.333 123.169 21.251 136.9 0.28 5 0.417 153.962 11.634 74.9 0.75 6 0.500 184.754 .7.476 48.1 1.50 7 0.583 215.546 5.396 34.7 0.419 8 0.667 246.339 .4.024 25.9 0.109 - -- 9 0.750 277.131 3.216 20.7 0.47 10 0.833 307.923 2.659 17.1. 1.25' 11 0.917 .338.716 2.005 12.9 2.00 12 1.000 369.508 1.694 10.9 0.681 13 1.083 400.300 .1.453 9.4 0.109 - -- 14 1.167 431.093 1.200 7.7 0.52 15 1.250 461.885 1.029 6.6 1.75 16 1.333 492.677 0.847 5.5 3.10 17 1.417 523.470 0.729 4.7 0.760 18 1.500 554.262 0.559 3.6 19 1.583 .585.054 0.399 2.6 20 1.667_ 615.847 0.316 2.0 21 1.750 646.63.9 0.362 2.3 22 1.833 677.431 0.370 2.4 23 1.917 708.224 0.363 2.3 24 25 2.000 2.083 739.016 769.808 0.240 0.192 1.5 1.2 26 2.167 800.601 0.160 1.0 Sum = 100.00 Sum= 644.0 J Unit 1 1 2 3 4 5 ' 6 7 8 9 ' 10 11 12 13 14 15 16 17 8 19 20 21 22 ' 23 Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 0.08 1.30 0.341 0:109 - -- 0.23 0.17 1.30 0.341 0.109 - -- 0.23 0.25 1.10 0.288 0.109 - -- 0.18 0.33 1.50 0.393 0.109 - -- 0.28 0.42 1.50 0.393 0.109 - -- 0.28 0.50 1.80 0.472 0.109 - -- 0.36 0.58 1.50 0.393 0.109 - -- 0.28 0.67 1.80 0.472 0.109 - -- 0.36 0.75 1.80 0.472 0.109 - -- 0.36 0.83 1.50 0.393 0.109 - -- 0.28 0.92 1.60 0.419 0.109 - -- 0.31 1.00 1.80 0.472 0.109 - -- 0.36 1.08 2.20 0.577 0.109 - -- 0.47 1.17 2.20 0.577 0.109 - -- 0.47 1.25' .2.20 0.577 0.109 - -- 0.47 1.33 2.00 0.524 0.109 - -- 0.42 1.42 2.60 0.681 0.109 - -- 0.57 1.50 2.70 0.708 0.109 - -- 0.60 1.58 2.40 0.629 0.109 - -- 0.52 1.67 2.70 0.708 0.109 - -- 0.60 1.75 3.30 0.865 0.109 - -- 0.76 1.83 3.10 0.812 0.109 - -- 0.70 1.92 2.90 0.760 0.109 - -- 0.65 24 2-.00 3.00 0.786 0.109 - -- 0.68 25 2.08 26 2.17 3.10 4.20 0.812 0.109 --- 1.101 0.109 - -- 0.70 0.99 `7 2.25 5.00 1.310 0.109 - -- 1.20 .8 2.33 3.50 0.917 0.109 - -- 0.81 29 2.42 6.80 1.782 0.109 - -- 1.67 30 2.50 7.30 1.913 0.109 - -- 1.80 31 2.58 8.20 2.149 0.109 - -- 2.04 32 2.67 5.90 1.546 0.109 - -- 1.44 33 2.75 2.00 0.524 0.109 --- 0.42 34 2.83 1.80 0.472 0.109 --- 0.36 35 2.92 36 3.00 1.80 0.60 0.472 0.109 - -- 0.157 0.109 - -- 0.36 0.05 Sum = 100.0 Sum = 22.3 Flood volume = Effective rainfall 1.86 (in.) times area 639.0 (Ac.) /12 = 99.0 Acre Feet Total soil loss = 0.33 (In.) Total soil loss = 17.341 Acre Feet Total rainfall = 2.18(IA.) ' Flood volume = Effective rainfall 1.86 (in.) times area 639.0000 (Ac.) times 43560/12 Total soil loss loss Feet 755394.0 Cubic Feet -- --- soil4310262.9 -Cubic -------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) -------------------------------------------------------------------- Time(h +m) Volume(AF) ----------------------------------------------------------------------- Q(CFS)) 0 250.0 500.0 750.0 1000.0 0+ 5 0.0189 2.74 Q 0 +10 0.1213- 14.87 Q 0 +15 0.4509 47.86 VQ 0 +20 0.9889 78.12 V Q 0 +25 1.6322 93.40 V Q 0 +30 2.4139 113.51 V Q 0 +35 3.3449 135.18 V Q 0 +40 4.4105 154.72 V Q ' 0 +45 5.5554 166.24 V Q 0 +50 6.7819 178.09 V Q 0 +55 8.0737 187.57 V Q 1+ 0 9.3603 186.82. V Q 1+ 5 10.6703 190,.21 V Q 1 +10 12.0881 205.87 V Q 1 +15 1 +20 13.6745 15.3939 230.34 V Q 249.67 V Q 1 +25 17.1899 260.77 V Q 1 +30 19.0478 269.77 V Q 1 +35 21.0564 291.65 V 1 +40 23.2225 314.52 VIQ Q 1 +45 25.4662 325.79 V Q 1 +50 27.8417 344.92 V Q ' 1 +55 30.4389 377.10 V Q 2+ 0 33.1709 396.69 V Q ' 2+ 5 2 +10 35.9345 38.7658 401.27 V Q 411.12 VQ ' VQ Q 2 +15 41.7854 -438.45 V Q 2 +20 45.1917 .494.58 V ' 2 +25 49.0475. 559.86 .. .2 +30 53.2087. 604.21 V Q 2 +35 58.1529 '717.90 V Q 2 +40 64.0317 853.60 2 +45 70.4031 925.12 V 2 +50 76.3757 867.22 V 2 +55 81.1184 688.65 3+ 0 84.7758 531.05 w. 3+ 5 87.7443 431.02 V 3 +10 90.0396 333.28 V 3 +15 91.7500 248.35 Q 3 +20 93.0781 192.85 Q 3 +25 94.1404 154.23 Q V 3 +30 95.0049 125.53 V Q 3 +35 .95.7221 104.14 -Q 3 +40 96.3149 86.08 Q 3 +45 96.8049 71.14 Q 3 +50 97.2119 59.11 V Q 3 +55 97.5476 48.74 Q 4+ 0 97.8213 39.74 Q 4+ 5 98.0455 32.55 Q V 4 +10 98.2332 27.25 Q 4 +15 98.3985 24.00 Q 4 +20 98.5402 20.57 Q 4 +25 98.6552 16.71 Q 4 +30 98.7460 13.18 Q 4 +35 4 +40 98.8107 98.8544 9.39 6.35 Q Q y. 4 +45 98.8787 3..52 Q 4 +50 98.8894 1.55. Q' 4 +55 98.8956 0.90 Q 5+ 0 98.8986 0.43 Q 5+ 5 98.8989 0.05 Q ------------------------------------- - - - - -- � I I� 1 1 VQ VQ V Q Q VQ Q V Q V Q V Q V Q Q V Q V V V V V V V V V V V V. V V V V V V V V V V V V V 1 LII U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 ++++++++++++++++++±++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 6 -HR HYDROGRAPH FOR AREA "B" AT C.P. NO. 2 EXISTING CONDITION QUARRY AT LA QUINTA -----------=-------------------------------------------------------- Drainage Area = 639.00 Acres = 0.998 Sq. Mi. Length along longest watercourse = 8700.00 Ft. Length along longest watercourse measured to centroid = 3550.00 Ft. Length along longest watercourse = 1.648 Mi. Length along longest watercourse measured to centroid = 0.672 Mi. Difference in elevation = 1210.00 Ft. Slope along watercourse = 734.3448 Ft. /Mi. Average Manning's 'N' = 0.038 Areal adjustment Lag time = 0.271 Hr. Lag time = 16.24 Min. 25% of lag time = 4.06 Min. point rain = 40% of lag time = 6.50 Min. Unit time = 5.00 Min. RI Infil. rate Duration of storm = 6 Hour(s) Adj. Infil. Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] .639.00 2.81 1795.59 Point rain (area averaged) = 2.810 (In.). Areal adjustment factor = 99.78 Adjusted average point rain = 2..804 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.762 0.051 78.0 0.268 0.100 0.244 `0.238 0.058 Sum (F) = 0.109 Area averaged mean soil loss (F) .(In /Hr) = 0.109 Minimum soil loss rate (In /Hr) = 0.054 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 U n i t H y d r o g r a p h -------------------------------------------------------------- Desert S -Curve - - - - -- 1 Unit H dro ra h Data Y g P --------------------------------------------------7------------------ Unit time period. Time % of lag Distribution Unit Hydrograph --------------------------------------------------------------------- (hrs) Graph % cfs- hrs /in ' 1 0.083, 30.792 1.833 11.8 2 0.167 61.585 8.113 52,2 3 0.250 92.377 22.480 144.8 4 5 0.333 0.417 123.169 153.962 21.251 11.634 136.9 74,9 6 0.500 184.754 7.476 48.1 7 0.583 215.546 5.396 34.7 8 0.667 246.339 4.024 25,9 9 0.750 277.131 3.216 20,7 10 0.833 307.923 2.659 17.1. 11 0.917 338.716 2.005 12,9 ' 12 1.000 369.508 1.694 10.9 13 1.083 400.300 1.453 9,4 14 15 1.167 1.250 431.093 461.885 1.200 1.029 7,7 6.6 16 1.333 492.677 0.847 5.5 17 1.417 523.470 0.729 4,7 18 1.500 554.262 0.559 3.6 19 1.583 585.054 0.399 2,6 20 1.667 615.847 0.316 2,0 ' 21 1.750 646.639 0.362 2,3 22 1.833 677.431 0.370 2.4 23 1.917 708.224 0.363 2,3 ' 24 25 2.000 2.083 739.016 769.808 0.240 0.192 1.5 1.2 26 2.167 800.601 0.160 1.0 Sum = 100.00 Sum= 644.0 1---------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.08 0.50 0.168 0.109 - -- 0.06 ' 2 - 3 0.17 0.25 0.60 0.60 0.202 0.202 0.109 0.109 - -- - -- 0.09 0.09 4 0.33 0.60 0.202 0.109 - -- 0.09 5 0.42 0.60 0.202 0.109 - -- 0.09 6 0.50. 0.70 0.236 0.109 7 0.58 0.70 0.236 0.109 - -- 0.13 8 0.67 0.70. 0.236 0.109 - -- 0.13 0.75 0.70 0.236 0.109 - -- 0.13 '9 10 0.83 0.70 0.236 0.109 - -- 0.13 11 0.92 0.70 0.236 0.109 - -- 0.13 12 1.00 0.80 0.269 0.109 - -- 0.16 '13 1.08 0.80 0.269 0.109 0.16 14 1.17 0.80 0.269. 0.109 ___ 0.16 15 1.25 0.80 0.269 0.109 - -- 0.16 16 1.33 0.80 0.269 0.109 - -- 0.16 17 1.42 0.80 0.269 0.109 - -- 0.16 .8 1.50 0.80 0.269 0.109 - -- 0.16 19 1.58 0.80 0.269 0.109 - -- 0..16 20 1.67 0.80 0.269 0.109 - -- 0.16 21 1.75 0.80 0.269 0.109 - -- 0.16 22 1.83 0.80 0.269 0.109 - -- 0.16 ' 23 1.92 0.80 0.269 0.109 - -- 0.16 24 2.00 0.90 0.303 0.109 - -- 0.1 9 25 2.08 0.80 0.269 0.109 - -- 0.16 '26 2.17 0.90 0.303 0.109 ___ 0.19 ?7 2.25 0.90 0.303 0.109 0.19 .8 2.33 0.90 0.303 0.109 - -- 0.19 ' 29 2.42 0.90 0.303 0.109 - -- 0.19 30 2.50 0.90 0.303 0.109 - -- 0.19 31 2.58 0.90 0.303 0.109 - -- 0.19 32 2.67 0.90 0.303 0.109 - -- 0.19 33 2.75 1.00 0.336 0.109 - -- 0.23 ,<34 2.83 1.00 0.336 0.109 - -- 0.23 35 2.92 1.00 0.336 0.109 - -- 0.23 36 3.00 1.00 0.336 0.109 - -- 0.23 37 3.08 1.00 0.336 0.109 - -- 0.23. 38 3.17 1.10 0.370 0.109 - -- 0.26 39 3.25 1.10 0.370 0.109 0.26 40 3.33 1.10 0.370 0.109 ___ 0.26. 41 3.42 1.20 0.404 0.109 - -- 0.30 42 3.50 1.30 0.437 0.109 - -- 0.33 43 3.58 1.40 0.471 0.109 - -- 0.36 44 3.67 1.40 0.471 0.109 - -- 0.36 45 3.75 1.50 0.505 0.109 - -- 0.40 46 3.83 1.50 0.505 0.109 0.40 47 3.92 1.60 0.538 0.109 ___ 0.43 48 4.00 1.60 0.538 0.109 - -- 0.43 49 4.08 1.70 0:572 0.109 - -- 0.46 50 4.17 1.80 0.606 0.109 - -- 0.50 51 4.25 1.90 0.639 0.109 - -- 0.53 52 4.33 2.00 0.673 0.109 - -- 0.56 -3 4.42 2.10 0.707 0.109 - -- 0.60 �4 4.50 2.10 0.707 0.109 - -- 0.60 55 4.58 2.20 0.740 0.109 - -- 0.63 '56 4.67 2.30 0.774 0.109 0.67 57 4.75 2.40 0.808 0.109 ___ 0.70 58 4.83 2.40 0.808 0.109 - -- 0.70 59 4.92 2.50 0.841 0.109. 0.73 60 5.00 2..60 0.875 0.109 ___ 0.77 61 5.08 3.10 .1.043 0.109 - -- 0.93 5.17 3.60 1.211 .0.109 - -- 1.10 '62 63 5.25 3.90 1.312 0.109. - -- 1.20 x.64 5.33 4.20 1.413 0.109 - -- 1.30 65 5.42 4.70 .1.581 0.10 -9 - -- 1.47 66 5.50 5.60 1.884 0.109 - -- 1.78 67 5.58 1.90 0.639 0.109 - -- 0.53 _ 68 5.67 0.90 0.303 0.109 - -- 0.19 69 5.75 0.60 0.202 0.109 - -- 0.09 70 5.83 0.50 0.168 0.109 - -- 0.06 -' 71 5.92 0.30 0.101 0.109 0.091 0.01 72 6.00 0.20 0.067 0.109 0.061 0.01 Sum = 100.0 Sum = 25.9 �. - Flood volume = Effective rainfall 2.16 (in.) times area 639.0 (Ac.) /12 = 114.9 Acre Feet Total soil loss = 0.65 (In.) Total soil loss = 34.391 Acre Feet Total rainfall = 2.80(In.) Flood volume = Effective rainfall 2.16 (in.) times area 639.0000 (Ac.) times 43560/12 = 5005586.3 Cubic Feet Total soil loss = 1498088.2 Cubic Feet ---------------------------------------------------=---------------- i i 4 +15 40.5554 264.58 QV 4 +20 42.4863 280.37 Q ' 4 +25 44.5370 297.77 QV 4 +30 46.7118 315.77 QV 4 +35 49.0057 333.08 QV 4 +40 51.4009 347.77 Q ' 4 +45 53.9015 363.10 Q 4 +50 56.5219 380.47 Q 4 ±55 59.2601 397.60 QV 5+ 0 62.0992 412.24 QV ,.; 5+ 5 65.0553 429.22 QV 5 +10 68.1934 455.66 QV 5 +15 71.6506 501.97 VQ 5 +20 75.5338 563.85 V Q �. 5 +25 79.8542 627.32 V Q r 5 +30 84.6301 693.46 V Q 5 +35 89.8502 757.95 V Q 5 +40 95.2319 781.42 V Q 5 +45 99.7437 655.12 Q V 5 +50 103.0195 475.64 Q V 5 +55 105.4384 351.23 Q V 6+ 0 107.2904 268.91 Q V 6+ 5 108.7285 208.80 Q V 6 +10 109.8665 165.25 Q V 6 +15 110.7830 133.07 Q V 6 +2.0 111.5239 107.58 Q V 6 +25 112.1364 88.94 Q V 6 +30 112.6462 74.01 Q V 6 +35 113.0684 61.30 Q V 6 +40 113.4178 50.73 Q V 6 +45 113.7054 41.77 Q V 6 +50 113.9424 34.41 Q V i� 6 +55 114.1357 28.06 Q V- 7+ 0 114.2945 23.07 Q V' 7+ 5 114.4293 19.57 Q V 7 +10 114.5476 17.18 Q V 7 +15 114.6474 14.49 Q V 7 +20 114.7260 11.41 Q V 7 +25 114.7812 8.01 Q V 7 +30 114.8183 5.39 Q V 7 +35 114.8402 3.18 Q V 7 +40 114.8479 1.11 Q V ' 7 +45 114.8509 0.45 Q V 7 +50 114.8523 0.20 Q V 7 +55 114.8529 0.08 Q V 0 ' 8+ 5 114.8531 0.01 Q V ---------------------------------------------------------------- - - - - -- i i ' 41 42 ' 43 '4 .5 46 47 48 49 50 51 52 53 54 55 56 57 58 1 59 60 61 62 63 64 65 ' 66 67 68 69 ' 0 it 72 73 74 n_ 75 ' 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 5 ' 96 10.25 1.50 0.315 10.50 1.50 0.315 10.75 2.00 0.419 11.00 2.00 0.419 11.25 1.90 0.399 11.50 1.90 0.399 11.75 1.70 0.357 12.00 1.80 0.378 12.25 2.50 0.524 12.50 2.60 0.545 12.75 2.80 0.587 13.00 2.90 0.608 13.25 3.40 0.713 13.50 3.40 0.713 13.75 2.30 0.482 14.00 2.30 0.482 14.25 2.70 0.566 14.50 2.60 0.545 14.75 2.60 0.545 15.00 2.50 0.524 15.25 2.40 0.503 15.50 2.30 0.482 15.75 1.90 0.399 16.00 1.90 0.399 16.25 0.40 0.084 16.50 0.40 0.084 16.75 0.30 0.063 17.00 0.30 0.063 17.25 0.50 0.105 17.50 0.50 0.105 17.75 0.50 0.105 18.00 0.40 0.084 18.25 0.40 0.084 18.50 0.40 0.084 18.75 0.30 0.063 19.•00 0.20 0.042 19.25 0.30 0.063 19.50 0.40 0.084 19.75 0.30 0.063 20.00 0.20 0.042 20.25 0.30 0.063 20.50 0.30 0.063 20.75 0.30 0.063 0 21.00 0.20 0:042 21.25 0.30 0.063 21.50 0.20 0.042 21.75 0.30 0.063 22.00 0.20 0.042 0 22.25 0.30 0.063 0 22.50 0.20 0.042 0 22.75 0.20 0.042 0 23.00 0.20 0.042 0 23.25 0.20 0.042 0 23.50 0.20 0.042 0 23.75 0.20 0.042 0 24.00 0.20 0.042 0 Sum = 100.0 Flood volume = Effective rainfall times area 639.0 (Ac.) /12 = Total soil loss = 2.09 (In.) 0.114 0:112 0.110 0.109 0.107 0.105 0.104 .102 0.101 0.099 0.098 0.096 0.095 0.093 0.092 0.091 0.089 0.088 0.087 0.085 0.084 0.083 0.081 0.080 0.079 0.078 0.077 0.075 0.074 0.073 0.072 0.071 0.070 0.069 0.068 0.067 0.066 0.065 0.064 0.063 0.062 0.062 .061 - -- 0.060 0.038 0.059 - -- 0.059 0.038 0.058 - -- .058 0.038 .057 - -- .056 0.038 .056 0.038 .055 0.038 .055 0.038 .055 0.038 .054 0.038 .054 0.038 Sum = 3.15 (in.) 167.7 Acre Feet 0.057 0.057 0.057 0.038 0.057 0.057 0.038 0.20 0.20 0.31 0.31 0.29 0.29 0.25 0.28 0.42 0.45 0.49 0.51 0.62 0.62 0.39 0.39 0.48 0.46 0.46 0.44 0.42 0.40 0.32 0.32 0.00 0.01 0.01 0.01 0.03 0.03 0.03 0.01 0:01 0.01 0.01 0.00 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.6 ' Total soil loss.= 111.528 Acre Feet Total rainfall = 5.24(In.) ' Flood volume = Effective rainfall 3.15 (in.) times area 639.0000 (Ac.) times 43560/12 = 7304369.8 Cubic Feet ' Total -------------------------------------------------------- -soil -loss ------- 4858174_4 -Cubic -Feet +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M _.... R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) ' - - - - - - - -- - -'- - - - Time(h +m) Volume(AF) ----------------------------------------------------------------------- - - - - - - - - - Q(CFS) - - - - - - - - - - - - - - 0 100.0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 200.0 300.0 400.0 0 +15 0.0082 0.40. Q 0 +30 0.0480 1.93 Q 0 +45 0.1116 3.08 Q 1+ 0 0.1888 3.74 Q 1 +15 0.2803 4.43 Q ' 1 +30 0..3658 4.14 Q 1 +45 0.4500 4.07 Q 2+ 0 0.5382 4.27 Q 2 +15 0.6403 4.94 Q i' 2 +30 0.7473 5.18 Q 2 +45 0.8605 5.48 Q 3+ 0 0.9886 6.20 Q 3 +15 1.1223 6.47. Q 3 +30 1.2585 6.60 Q 3 +45 1.3963 6.67 Q 4+ 0 1.5391 6.91 Q 4 +15 1.6960 7.59 Q yJ 4 +30 1.8624 8.05 Q 4 +45 2.0449 8.83 Q ' 5+ 0 2.2363 9.27 Q 5 +15 2.4331 9.52 Q 5 +30 2.6160 8.85 Q ' S. +45 2.8211 9.92 Q 6+ 0 3.0800 12.53 VQ 6 +15 3.4148 16.20 VQ ' 6 +30 3.9159 24.25 V Q 6 +45 4.5356 30.00 VQ 7+ 0 5.3413 38.99 V Q 7 +15 6.2349 .43.25 V Q ' 7 +30 7.2249 47.91 V Q 7 +45 8.4343 58.53 V Q 8+ 0 8 +15 9.9068 11.7013 71.27 86.85 V Q V Q 8 +30 13.8821 105.55 V Q 8 +45 16.2720 115.67 V Q 9+ 0 18.9320 128.75 V Q 9 +15 21.9236 144.79 V Q 9 +30 25.3497 165.82 V Q 9 +45 29.1245 182.70 V Q 10+ 0 33.2226. 198.35 V Q -� 10 +15 37.3044 197.56 V Q 10 +30 40.5537 157.27 V Q ' 10 +45 43.7330 153.88 V Q 13 t 1 1 U n i t H y d r o g r a p h A n'a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -----------------------------------------=------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ----------------------------------------------------------------=---- 100 YR / 3 -HR HYDROGRAPH FOR AREA "B" AT C.P. NO. 2 DEVELOPED CONDITION QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 639.00 Acres = 0.998 Sq. Mi. Length along longest watercourse = 8700.00 Ft. Length along longest watercourse measured to centroid = 3550.00 Ft. Length along longest watercourse = 1.648 Mi. Length along longest watercourse measured to centroid = 0.672 Mi. Difference in elevation = 1210.00 Ft. 0.066 Slope along watercourse = 734.3448 Ft. /Mi. 0.051 Average Manning's 'N' = .0.038 0.268 0.100 Lag time = 0.271 Hr. 0.125 0.030 Lag time = 16.24 Min. 0.733 0.100. 25% of lag time = 4.06 Min. 0.113 0.075 40% of lag time = 6.50 Min. Unit time = 5.00 Min. (F) = 0.156 Duration of storm = 3 Hour(s) averaged mean soil loss (F) Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 639.00 2.19 1399.41 Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.72 Adjusted average point rain = 2.184 (In.) RI Infil. rate Impervious Add. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.762 0.051 78.0 0.268 0.100 0.244 0.125 0.030 33.0 0.733 0.100. 0.667 0.113 0.075 Sum (F) = 0.156 Area averaged mean soil loss (F) (In /Hr) = 0.156 Minimum soil loss rate (In /Hr) = 0.078 (for 24 hour storm duration) Soil --------------------------------------------------------------- low loss rate (decimal) = 0.900 - - - - -- U n i t H y d r o g r a p h Desert S -Curve t i -------------------------------------------------------------------- Time Unit Hydrograph.Data Storm Rain Loss rate(In. /Hr) Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- (in. /hr.) 1 Graph % cfs- hrs /in 1 0.083 30.792 1.833 11.8 2 0.167 61.585 8.113 52.2 3 0.250 92.377 22.480 144.8 4 0.333 123.169 21.251 136.9 5 0.417 153.962 11.634 74.9 6 0.500 184.754 7.476 48.1 7 0.583 215.546 5.396 34.7 8 0.667 246.339 4.024 25.9 9 0.750 277.131 3.216 20.7 10 0.833 307.923 2.659 17.1 11 0.917 338.716 2.005 12,9 12 1.000 369.508 1.694 10.9 13 1.083 400.300 1.453 9,4 14 1.167 431.093 1.200 7.7 15 1.250 461.885 1.029 6.6 16 1.333 492.677' 0.847 5.5 17 . 1.417 523.470 0.729 4.7 18 1.500 554.262 0.559 3.6 19 1.583 585.054 0.399 2,6 20 1.667 615.847 0.316 2,0 21 1.750 646.639 0.362 2.3 22 1.833 '677.431 0.370 2.4 23 1.917 708.224 0.363 2.3 24 2.000 739.016 0.240 1.5 25 2.083 769.808 0.192 1.2 26 2.167 800.601 0.160 1 0 Sum = 100.00 Sum= 644.0 ---------------------------------------------------------------- - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max. Low (in. /hr.) 1 0.08 1.30 0.341 0..156 - -- 0.18 2 0.17 1.30 0.341 0.156 - -- 0.18 3 0.25 1.10 0.288 0.156 - -- 0.13 4 0.33 1.50 0.393 0.156 - -- 0.24 5 0.42 1.50 0.393 0.156 - -- 0.24 6 0.50 1.80 0.472 0.156 - -- 0:32 7. 0.58 1.50 0.393 0.156 - -- 0.24 8 0.67 1.80 0.472 0.156 - -- 0.32 9 0.75 1.80 0.472 0.156 - -- 0.32 10 0.83 1.50 0.393 0.156 - -- 0.24 11 0.92 1.60 0.4.19 0.156 - -- 0.26 12 1.00 1.80 0.472 0.156 - -- 0.32 13 .1.08 2.20 0.577 0.156 - -- 0.42 14 1.17 2.20 0.577 0.156 - -- 0.42 15 1.25 2.20 0.577 0.156 - -- 0.42 16 1.33 2.00 0.524 0.156 - -- 0.37 .7 1.42 2.60 0.681 0.156 - -- 0.53 18 1.50 2.70 0.708 0.156 - -- 0.55 19 1.58 2.40 0.629 0.156 - -- 0.47 20 1.67 2.70 0.708 0.156 - -- 0.55 21 1.75 3.30 0.865 0.156 - -- 0.71 22 1.83 3.10 0.812 0.156 - -- 0.66 .0 675.0 900.0 -------------- - - - - -- 23 1.92 2.90 0.760 0.156 - -- 0.60 24 2.00 3.00 0.786 0.156 - -- 0.63 '25 0 +10 2.08 3.10 0.812 0.156 Q 0.66 ''6 2.17 4.20 1.101 0.156 ___ 0.94 _7 2.25 5:00 1.310 0.156 - -- 1.15 28 2.33 3.50 0.917 0.156 - -- 0.76 29 2.42 6.80 1.782 0.156 - -- 1.63 30 2.50 7.30 1.913 0.156 - -- 1.76 31 32 2.58 2.67 8.20 2.149 0.156 5.90 1.546 0.156 - -- - -- 1.99 1.39 33 2.75 2.00 0.524 0.156 - -- 0.37 34 2.83 1.80 0.472 0.156 - -- 0.32 ' 35 2.92 1.80 0.472 0.156 - -- 0.32 36 3.00 0.60 0.157 0.156 - -- 0.00 1 +10 Sum = 100.0 Sum'= 20.6 ' 1 +15 Flood volume = Effective rainfall 1.72 (in.) Q 1 +20 times area 639.0 (Ac.) /12 = 91.3 Acre Feet Q 1 +25 Total soil loss = 0.47 (In.) V Q ' 1 +30 Total Total soil loss = 24.965 Acre Feet rainfall = 2.18(In.) V Q 1 +35 Flood volume = Effective rainfall 1.72 (in.) V Q 1 +40 times area 639.0000 (Ac.) times 43560/12 V Q 1 +45 = 3978194.0 Cubic Feet V Q ' 1 +50 Total -------------------------------------------------------------------- soil loss = 1087462.9 Cubic Feet V Q 1 +55 -------------------------------------------------------------------- 346.55 V Q 2+ 0 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ V Q ' 2+ 5 3 - H O U R -S T 0 R M '. R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals CFS .0 675.0 900.0 -------------- - - - - -- Time(h +m) ---------------------------------------------- Volume(AF) Q(CFS) 0 225.0 450 0+ 5 0.0150 2.18 Q - - - - -- ' 0 +10 0.0963 11.81 Q 0 +15 0.3573 37.89 VQ 0 +20 0 +25 0.7817 1.2868 61.63 73.33 V Q V Q 0 +30 1.9145 91.14 V Q 0 +35 2.6800 111.15 V Q 0 +40 3.5716 129.46 V Q 0 +45 4.5357 139.99 V Q 0 +50 5.5757 151.02 V Q 0 +55 6.6769 159.88 V Q ' 1+ 0 7.7692 158.61 V Q 1+ 5 8.8819 161.56 V Q 1 +10 10.0999 176.85 V Q ' 1 +15 11.4842 201.01 V Q 1 +20 12.9998 220.07 V Q 1 +25 14.5904 230.95 V Q 1 +30 16.2418 239.77 V Q 1 +35 18.0429 261.53 V Q 1 +40 20.0010 284.30 V Q 1 +45 22.0359 295.47. V Q ' 1 +50 24.2017 314.48 V Q 1 +55 26.5884 346.55 V Q 2+ 0 29.1096 366.07 V Q ' 2+ 5 31.6618 370.59 V Q .0 675.0 900.0 -------------- - - - - -- ' Q 2 +10 34.2816 380.39 Q V VQ Q 2 +15 37.0895 407.71 V,Q ' 2 +20 40.2841 463.85 V Q 2 +25 43.9283 529.13 VI Q 2 +30 47.8778 573.48 V Q 2 +35 52.6104 687.17 V 1 2 +40 58.2775 822.87 V 2 +45 64.4373 894.39 2 +50 70.1982 836,49 2 +55 74.7293 657.92 3+ 0 78.1751 500.32 Q 3+ 5 80.9357 400.85 Q 3 +10 83.0405 305.61 Q 3 +15 84.6079 227.58 Q 3 +20 85.8380 178.61 Q 3 +25 86.8268 143.57 Q ' 3 +30 87.6337 117.17 Q 3 +35 88.3047 97.43 Q 3 +40 3 +45 88.8599 89.3190 80.61 .66.66 Q Q 3 +50 89.7008 55.44 Q 3 +55 90.0156 45.70 Q 4+ 0 90.2719 37.21 Q 4+ 5 90.4817 30.47 Q 4 +10 90.6576 25.54 Q 4 +15 90.8133 22.61 Q 4 +20 90.9472 19.44 Q 4 +25 91.0560 15.80 Q 4 +30 91* 1417, 12.44 Q ' 4 +35 91.2021 8.78 Q 4 +40 91.2423 5.83 Q 4 +45 91.2637 3.12 Q 4 +50 91-.2724 1.26 Q 4 +55 91.2773 0.72 Q 5+ 0 91.2796 .0.33 Q ----------------------------------------------------- 5+ 5 91.2796 0.00 - - - - -- t Q Q VI Q V Q Q v V V V V V V V V V V V V V V V V V V V V V V V V V V 1 U="n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, .1992, Version 2.4 Study date 04/09/93 ..... .....++++++++++++++++++++++++...... + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------- - - - - ------- �--- _-------------- - - - - -- �� 100 YR -/ 6 -HR HYDROGRAPH FOR AREA B 11 AT C P NO 2 ' DEVELOPED CONDITION QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 639.00 Acres = 0.998 Sq. Mi. Length along longest watercourse = 8700.00 Ft. Length along longest watercourse measured to centroid = 3550.00 Ft. Length along longest watercourse = 1.648 Mi. Length along longest watercourse measured to centroid = .0.672 Mi. Difference in elevation = 1210.00 Ft. Slope along watercourse = 734.3448 Ft. /Mi. 1' Average Manning's 'N' = 0.038 Lag time = 0.271 Hr. Lag time = 16.24 Min. 25% of lag time = 4.06 Min. 40% of lag time = 6.50 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) Area rainfall data: ' Area Acres 1 Rainfall(In.)(2 Weighting[1 *2 639.00 2.81 1795.59 Point rain (area averaged) = 2.810 (In.) Areal adjustment factor = 99:78 % Adjusted average point rain = 2.804 (In.) ' RI Inf il. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0..066 0.762 0.051 78.0 0.268 0.100 0.244 0.125 0:030 33.0 0.733 0.100 0.667 0.113 0.075 Sum (F) = 0.156 Area averaged mean soil loss (F) (In /Hr) _, 0.156 Minimum soil loss rate (In /Hr) = 0.078 (for 24 hour storm duration) 'Soil -low -loss -rate -( decimal) ----- 0_ 900----------------------------------------------------------- U' n i t H y d r o g r a p h ' Desert S -Curve Unit time period Time % of lag Distribution Unit Hydrograph ( hrs ) Graph % cf s -hrs / in . -- - -1 - -- 0083----- - - - -30 792----- - - - - -1 833------------- 11- 8--- - - - - -- 2 0.167 61.585 8.113 52.2 3 0.250 92.377 22.480 144.8 4 0.333 123.169 21.251 136.9 5 0.417 153.962 11.634 74.9 6 0.500 184.754 7.476 48.1 7 0.583 215.546 5.396 34.7 8 0.667 246.339 4.024 25.9 9 0.750 277.131 3.216 20.7 10 0.833 307.923 2.659 17.1 11 0.917 338.716 2.005 12.9 12 1.000 369.508 1.694 10.9 13 1.083 400.300 1.453 9.4 ' 14 1.167 431.093 1.200 7.7 15 1.250 461.885 1.029 6.6 16 1.333 492.677 0.847 5.5 17 1.417 523.470 0.729 4.7 18 1.500 554.262 0.559 3.6 19 1.583 585.054 0.399 2.6 20. 1.667 615.847 0.316 2.0 ' 21 .1.750 646.639 0.362 2.3 - 22 1.833 677.431 0.370 2.4 23 1.917 708.224 0.363 2.3 24 2.000 739.016 0.240 1.5 25 2.083 769.808 0.192 1.2 26 2.167 800.601 0.160 1:0 ------ - - - - -- -Sum -_ 100.00 Sum= 644.0 '. Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) . Max Low (in. /hr.) 1 0.08 0.50 0.168 0.156 - -- 0.01 '2 0.17 0.60 0.202 0.156 __- 0.05 3 0.25 •0.60 0.202 0.156 0.05 4 0.33 0.60 0.202 0.156 - -- 0.05 5 0.42 0.60 0.202 0.156 ___ 0.05 6 0.50 0.70 0.236 0:156 0.08 7 0.58 0.70 0.236 0.156 - -- 0.08 8 0.67 0.70 0.236 0.156 - -- 0.08 9 0.75 0.70 0.236 0.156 - -- 0.08 10 0.83 0.70 0.236 0.156 - -- 0.08 11 0.92 0.70 0.236 0.156 - -- 0.08 '12 1.00 0.80 0.269 0.156 0.11 13 1.08 0.80 0.269 0.156 0.11 14 1.17 0.80 0.269 0.156 - -- 0.11 15 1.25 0.80 0.269 0.156 - -- 0.11 16 1.33 0.80 0.269 0.156 - -- 0.11 7 1.42 0.80 0.269 0.156 - -- 0.11 18 1..50 0.80 0.269 0.156 - -- 0.11 ' 19 1.58 0.80 0.269 0.156 - -- 0.11 20 1.67 0.80 0.269 0.156 - -- 0.11 21 1.75 0.80 0.269 0.156 - -- 0.11 ' 22 1.83 0.80 0.269 0.156 - -- 0.11 Unit Hydrograph Data ' ---- - ----- - ------- - ------- ------ - --- --------------- - ------- - ----------- 0.11 0.15 0.11 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.18 0.18 0.18 0.18 0.18 0.21 0.21 0.21 0.25 0.28 0.31 0.31 0.35 0.35 0.38 0.38 0.42 0.45 0.48 0.52 0.55 0.55 0.58 0.62 0.65 0.65 0.68 0.72 0.89 1.05 1..16 1.26 1.43 1.73 0.48 0.15 0.05 0.01 0.01 0 . •O l 22.6 23 1.92 0.80 0.269 0.156 - -- 24 2.00 0.90 0.303 0.156 _ - -- '. 25 2.08 0.80 0.269 0.156 ?6 2.17 0.90 0.303 0.156 ___ 7 2.25 0.90 0.303 0.156 - -- 28 2.33 0.90 0.303 0.156 - -- 29 2.42 0.90 0.303 0.156 - -- 30 2.50 0.90 0.303 0.156 - -- 31 32 2.58 2.67 0.90 0.90 0.303 0.303 0.156 0.156 - -- - -- 33 2.75 1.00 0.336 0.156 - -- 34 2.83 1.00 0.336 0.156 - -- 35 2.92 1.00 0.336 0.156 - - -. 36 3.00 1.00 0.336 0.156 - -- °' 37 3.08 1.00 0.336 0.156 - -- 3.17 1.10 0.370 0.156 - -- '38 39 3.25 1.10 0.370 0.156 - -- 40 3.33 1.10 0.370 0.156 - -- 41 3.42 1.20 0.404 0.156 - -- 42 3.50 1.30 0.437 0.156 - -- . 43 3.58 1.40 0.471 0.156 - -- 44 3.67 1.40 0.471 0.156 - -- 45 3.75 1.50 0.505 0.156 - -- 46 3.83 1.50 0.505 0.156 - -- 47 3.92 1.60 0.538 0.156 - -- 4.00 1.60 0.538 0.156 - -- t48 : 49 4.08 1.70 0.572 0.156 - -- �'- 50 4.17 1.80 0.606 0.156 - -- 51 �2 4.25 4.33 1.90 2.00 0.639 0.673 0.156 .0.156 - -- - -- �: j3 4.42 2.10 0.707 0.156 - -- 54 4.50 2.10 0.707 0.156 - -- 55 4.58 2.20 0.740 0.156. - -- 56 4.67 2.30 0.774 0.156 - -- 57 4.75 2.40 0.808 0.156 - -- 58 4.83 2.40 0.808 0.156 59 4.92 2.50 0.841 0.156 ___ 60 5.00 2.60 0.875 0.156 - -- 61 62 5.08 5.17 3.10 3.60 1.043 1.211 0.156 0.156 - -- - -- 63 5.25 3.90 1.312 0.156 - -- 64 5.33 4.20 1.413 0.156 - -- 65 5.42 4.70 1.581 0.156 - -- 66 5.50 5.60 1.884 0.156 - -- 67 5.58 1.90 0.639 0.156 - -- 5.67 0.90 0.303 0.156 - -- ,68 ' 69 5.75 0.60 0_.202 0.156 - -- 70 5.83 0.' 50 0.168 0.156 - -- 71 5.92 0.30 0.101 0.156 0.091 72 6.00 0.20 0.067 0.156 0.061 Sum = 100.0 Sum = Flood volume = Effective rainfall 1.88 (in.) times area 639.0 (Ac.) /12 = 100.1 Acre Feet Total soil loss = 0.92 (In.) Total .soil loss = 49.214 Acre Feet Total rainfall = 2.80(In.) 1 Flood volume = Effective rainfall 1.88 (in.) times area 639.0000 (Ac.) times 43560/12 = 4359896.8 Cubic Feet ' Total soil loss = 2143777.7 Cubic Feet 0.11 0.15 0.11 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.18 0.18 0.18 0.18 0.18 0.21 0.21 0.21 0.25 0.28 0.31 0.31 0.35 0.35 0.38 0.38 0.42 0.45 0.48 0.52 0.55 0.55 0.58 0.62 0.65 0.65 0.68 0.72 0.89 1.05 1..16 1.26 1.43 1.73 0.48 0.15 0.05 0.01 0.01 0 . •O l 22.6 -------------------------------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals (CFS) ITime(h +m) Volume(AF) Q(CFS) 0 200.0 400.0 600.0 800.0 0+ 5 0.0010 0.14 Q 0 +10 0.0090 1.16 Q 0 +15 0.0410 4.65 Q 0 +20 0.1179 11.16 Q 0 +25 0.2326 16.66 Q 0 +30 0.3714 20.15 VQ 0 +35 0.5363 23.95 VQ 0 +40 0.7450 30.30 VQ ' 0 +45 0.9930 36.02 VQ 0 +50 1.2647 39.44 VQ 0 +55 1.5525 41.79 V Q 1+ 0 1.8550 43.92 V Q 1+ 5 2.1789 47.03 V Q 1 +10 2.5440 53.01 VQ 1 +15 2.9471 58.53 VQ ' 1 +20 3.3725 61.77 V Q 1 +25 3.8133 64.00 V Q 1 +30 4.2656 65.68 V Q 1 +35 4.7268 66.97 V Q 1 +40 5.1951 68.00 VQ 1 +45 5.6693 68.85 VQ 1 +50 6.1483 69.55 VQ 1 +55 6.6315 .70.15 VQ 2+ 0 7.1207 71.04 VQ 2+ 5 7.6221 72.80 Q ' 2 +10 8.1501 76.67 Q 2 +15 8.6904 78.46 Q ' 2 +20 2 +25 9.2516 9.8395 81.48 85.36 VQ VQ 2 +30 10.4424 87.55 Q 2 +35 11.0553 88.98 Q 2 +40 11.6755 90.05 Q 2 +45 12.3041 91.28 Q 2 +50 12.9493 93.67 QV 2 +55 13.6318 99.10 QV ' 3+ 0 14.3490 104.13 Q 3+ 5 15.0859 107.00 QV 3 +10 15.8386 109.30 QV ' 3 +15 16.6130 112.44 QV 3 +20 17.4283 118.38 QV 3 +25 18.2839 124.2.3 QV 3 +30 19.1765 129.60 QV 3 +35 20.1323 138.79 Q V 3 +40 21.1768 151.65 QV 3 +45 22.3152 165.30 Q ' 3 +50 23.5332 176.84 QV } 3 +55 24.8298 188.27 Q 4+ 0 26.2002 198.98 QV ' 4+ 5 27.6470 210.08 QV J Q QV 4Q Q QV QV QV QV QV Q V QV Q VQ V Q V Q V Q V Q Q V Q V Q V Q V V V V V V V V V V V V V V V V V V V V V V V V ---------------------- - - - - -- 4 +10 29.1694 221.05 4 +15 30.7799 233.85 4 +20 32.4992 249.64 4 +25 34.3383 267.04 4 +30 36.3014 285.04 4 +35 38.3837 302.35 ' 4 +40 40.5672 317.04 4 +45 42.8562 332.37 4 +50 4 +55 45.2649 47.7915 349.74 366.86 _. 5+ 0 50.4190 381.51 5+ 5 53.1634 398.49 5 +10 56.0899 424.93 5 +15 59.3353 471.24 5 +20 63.0070 533.12 5 +25 67.1157 596.59 5 +30 71.6799 662.73 5 +35 76.6883 727.22 '1 5 +40 5 +45 81.8584 86.1586 750.69 624.39 : 5 +50 89.2227 444.91 5 +55 91.4339 321.06 6+ 0 93.0953 241.24 6+ 5 94.3903 188.04 Q 6 +10 95.4303 151.01 Q 6 +15 96.2734 122.41 Q r 6 +20 96.9567 99.21 Q 6 +25 97.5230 82.24 Q 6 +30 6 +35 97.9951 98.3865 68.55 56.83 Q Q 6 +40 98.7106 47.07 Q 6 ±45 98.9773 38.72 Q ' 6 +50 99.1969 31.88 Q 6 +55 99.3759 25.98 Q 7+ 0 99.5229 21.36 Q 7+ 5 99.6481 18.17 Q 7 +10 99.7586 16.05 Q 7 +15 99.8521 13.58 Q 7 +20 99.9257 10.68 Q ' 7 +25 99.9766 7.39 Q 7 +30 100.0101 4.87 Q 7 +35 100.0292 2.78 Q 7 +40 100.0349 0.82 Q ' 7 +45 100.0367 0.27 Q 7 +50 100.0373 0.09 Q 7 +55 100.0376 0.04 Q ' 8+ 0 100.0377 0.02 Q 8+ 5 100.0378 0.01 Q J Q QV 4Q Q QV QV QV QV QV Q V QV Q VQ V Q V Q V Q V Q Q V Q V Q V Q V V V V V V V V V V V V V V V V V V V V V V V V ---------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/09/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ■ 100 YR / 24 -HR HYDROGRAPH FOR AREA "B" AT C.P. NO. 2 DEVELOPED CONDITION ' QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 639.00 Acres = 0.998 Sq. Mi. Length along longest watercourse = 8700.00 Ft. Length along longest watercourse measured to centroid = 3550.00 Ft. Length along longest watercourse = 1.648 Mi. Length along longest watercourse measured to centroid = 0.672 Mi. Difference in elevation = 1210.00 Ft. Slope along watercourse = 734.3448 Ft. /Mi. Average Manning's 'N' = 0.038 Lag time = 0.271 Hr. Lag time = 16.24 Min. ' 25% of lag time = 4.06 Min. 40% of lag time = 6.50 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) Area rainfall data: Area Acres 1 Rainfall In. 2 Wei htin 1 *2 639.00 5.25 3354.75 ' Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.88 % - Adjusted average point rain = 5.243 (In.) RI Infil. rate Impervious 'Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /.Hr) 93.0 0.091 0.300 0.066 0.162 0.051 '. 78.0• .0.268 0.100 0.244 0.125 0.030 33.0 0.733 0.100 0.667 0.113• 0.075 Sum (F) = 0..156 Area averaged mean soil loss (F) (In /Hr) = 0.156 ' Minimum soil loss rate (In /Hr) = 0.078 (for 24 hour storm duration) ' Soil low loss rate (decimal) _ - -0_900 U n i t H y d r o g r a p h ' Desert S -Curve ----------------------------------------------------------=- --------- _ Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % cf s- hrs /in 1 0.250 92.377 14.735 2 0.500 184.754 49.190 316.8 3 0.750 277.131 18.012 116.0 4 1.000 369.508 8.046 51.8 5 1.250 461.885 4.393 28.3 6 1.500 554.262 2.605 16.8' 7 1.750 646.639 1.346 8.7 8 2.000 739.016 1.039 6.7 9 2.250 831.393 0.633 4.1 ----------------------------------------------------------------------- Sum = 100.00 Sum= 644.0 ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) -Max Low (in. /hr.) 1 0.25 0.20 0.042 0.276 0.038 0.00, 2 0.50 0.30 0.063 0.273 .0.057 0.01 3 0.75 0.30 0.063 0.270 0.057 0.01 4 1.00 0.40 0.084 0.266 0.076 0.01 5 1.25 0.30 0.063 0.263 0.057 0.01 6 1.50 0.30 0.063 0.260 0.057 0.01 7 1.75 0.30 0.063 0.257 0.057 0.01 8 9 2.00 2.25 0.40 0.40 0.084 0.084 0.254 0.251 0.076 0.076 0.01 0.01 .0 2.50 0.40 0.084 0.248 0.076 0.01 11 2.75 0'.50 0.105 0.245 0.094 0.01 12 3.00 0.50 0.105 0.242 0.094 0.01 13 3.25 0.50 0.105 0.239 0.094 0.01 14 3.50 0.50 0.105 0.236 0.094 0.01 3.75 0.50 0.105 0.233 0.094 0.01 '15 16 4.00 0.60 0.126 0.230 0.113 0.01 17 4.25 0.60 0.126 0.227 0.113 0.01. 18 19 4.50 4.75 0.70 0.70 0.147 0.147 0.224 0.221 0.132 0.132 0.01 0.01 20 5.00 0.80 0.168 0.218 0.151 0.02 21 5.25 0.60 0.126 0.216 0.113 0.01 22 5.50 0.70 0.147 0.213 0.132 0.01 23 5.75 0.80 0.168 0.210 0.151 0.02 24 6.00 0.80 0.168 0.207 0.151 0.02 6.25 0.90 0.189 0.204 0.170 0.02 '25 26 6.50 0.90 0.189 0.202 0.170 0.02 27 6.75 1.00 0.210 0.199 - -- 0.01 28 7.00 1.00 0.210 0.196 - -- 0.01 29 7.25 1.00 0.210 0.194 - -- 0.02 30 .7.50 1.10 0.231 0.191 - -- 0.04 31 7.75 1.20 0.252 0.188 - -- 0.06 32 8.00 1.30 0.273 0.186 0.09 ' 33 8.25 1.50 0.315 0.183 ___ 0.13 4 8.50 1.50 0.315 0.181 - -- 0.13 35 8.75 1.60 0.336 0.178 =__ 0.16 36 9.00 1.70 0.357 0.176 0.18 37 9.25 1.90 0.399 0.173 - -- 0.23 38 9.50 2.00 0.419 0.171 - -- 0.25 ' 39 9.75 2.10 0.440 0.168 - -- 0.27 ' 40 41 42 43 ..4 45 46 47 48 49 50 51 52 53 54 55 ' 56 57 58 ' 59 60 61 ' 62 63 64 65 66 67 68 -9 10 71 72 73 74 75 76 77 78 79 80 81 ' 82 83 84 85 87 ' 88 89 90 91 ' 92 93 4 1 95 96 10.00 2 2.20 0 0.461- 10.25 1 1.50 0 0.315 10.50 1 1.50 0 0.315 10.75 2 2.00 0 0.419 11.00 2 2.00 0 0.419 11.25 1 1.90 0 0.399 11.50 1 1.90 0 0.399 11.75 1 1.70 0 0.357 12.00 1 1.80 0 0.378 12.25 2 2.50 0 0.524 12.50 2 2.60 0 0.545 12.75 2 2.80 0 0.587 13.00 2 2.90 0 0.608 13.25 3 3.40 0 0.713 13.50 3 3.40 0 0.713 13.75 2 2.30 0 0.482 14.00 2 2.30 0 0.482 14.25 2 2.70 0 0.566 14.50 2 2.60 0 0.545 14.75 2 2.60 0 0.545 15.00 2 2.50 0 0.524 15.25 2 2.40 0 0.503 15.50 2 2.30 0 0.482 15.75 1 1.90 0 0.399 16.00 1 1.90 0 0.399 16.25 0 0.40 0 0.084 16.50 0 0.40 0 0.084 16.75 0 0.30 0 0.063 17.00 0 0.30 0 0.063 17.25 0 0.50 0 0.105 17.50 0 0.50 0 0.105 17.75 0 0.50 0 0.105 18.00 0 0.40 0 0.084 18.25 0 0.40 0 0.084 18.50 0 0.40 0 0.084 0 18.75 0 0.30 0 0.06 19.00 0 0.20 0 0.042 19.25 0 0.30 0 0.063 19.50 0 0.40 0 0..084 19.75 0 0.30 0 0.063 20.00 0 0.20 0 0.042 20.25 0 0.30 0 0.063 20.50 0 0.30 0 0.063 20.75 0 0.30 0 0.063 21.00 0 0.20 0 0.042 21.25 0 0.30 0 0.063 21.50 0 0.20 0 0.042 21.75 0 0.30 0 0.063 22.00 0 0.20 0 0.042 22.25 0 0.30 0 0.063 22.50 0 0.20 0 0.042 22.75 0 0.20 0 0.042 23.00 0 0.20 0 0.042 23..25 0 0.20 0 0.042 23.50 0 0.20 0 0.042 23.75 0 0.20 0 0.042 0 24.00 0 0.20 0 0.042 0 Sum = 1 100.0 Flood v volume = E Effective rainfall times a area 6 639.0 (Ac.) /12 = .099 0:076. 0.098 0.057 0.096 0.038 0.095 0.057 0.094 0.076 0.092 0.057 0.091 0.038 0.090 0.057 0.089 0.057 0.088 0.057 0.087 0.038 0.086 0.057 0.085 0.038 0.084 0.057 0.083 0.038 0.082 • 0.057 0.081 0.038 0.081 0.038 0.080 0.038 0.079 0.038 0.079 0.038 .078 0.038 .078 0.038 Sum = 2.66 (in.) 141.9 Acre Feet 0.30 0.15 0.15 0.26 0.26 0.24 0.25 0.21 " 0.23 0.38' 0.40 0.45 0.47 0.58 0.58 0.35 0.35 0.44 0.42 0.42 0.40 0.38 0.36 0.28 0.28 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0-01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 10.7 0.30 0.15 0.15 0.26 0.26 0.24 0.25 0.21 " 0.23 0.38' 0.40 0.45 0.47 0.58 0.58 0.35 0.35 0.44 0.42 0.42 0.40 0.38 0.36 0.28 0.28 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0-01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 10.7 ' Total soil loss = 2.58 (In.) Total soil loss = 137.303 Acre Feet Total rainfall = 5.24(In.). Flood volume = Effective rainfall 2.66 (in.) times area 639.0000 (Ac.) times 43560/12 - 6181642.5 Cubic Feet Total -------------------------------------------------------------------- soil loss = 5980901.6 Cubic Feet -=------------------------------------------------------------------ ++++++++++++++++±++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ _.. 24 - H O U R S T O R M R u n o,f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) -----------------------------------------=-------------------------- Time(h+m) Volume(AF) ------------------------=---------------------------------------------- Q(CFS) 0 100.0 200.0 300.0 400.0 0 +15 0.0082 0.40 Q ' 0 +30 0.0480 1.93 Q 0 +45 0.1116 3.08 Q 1+ 0 0.1888 3.74 Q 1 +15 0.2803 4.43 Q 1 +30 0.3658 4.14 Q 1 +45 0.4500 4.07 Q 2+ 0 0.5382 4.27 Q 2 +15 0.6403 4.94 Q 2 +30 0.7473 5.18 Q ' 2 +45 3+ 0 0.8605 0.9886 5.48 Q 6.20 Q _ 3 +15 1.1223 6.47 Q 3 +30 1.2585 6.60 Q 1 3 +45 1.3963 6.67 Q 4+ 0 1.5391 6.91 Q 4 +15 1.6960 7.59 Q 4 +30 1.8624 .8.05 Q 4 +45 2.0449 8.83 Q 5+ 0 2.2377 9.33 Q ' 5 +15 5 +30 2.4390 2.6236 9.74 Q 8.94 Q 5 +45 2.8193 9.47 Q 6+ 0 3.0310 10.25 VQ ' 6 +15 3.2527 10.73 VQ 6 +30 3.4906 11.52 VQ 6 +45 3.7191 11.06 IQ 7+ 0 3.9024 8.87 QV ' 7 +15 4.0905 9.11 QV 7 +30 4.3413 12.14 Q 7 +45 4.7979 22.10 VQ 8+ 0. 5.5137 34.64 V Q 8 +15 6.5541 50.35 V Q 8 +30 7.9867 69.34 V Q 8 +45 9.6362 79.84 V Q 9+ 0 11.5661 93.41 V Q 9 +15 13.8379 109.95 V Q 9 +30 16.5543 131.47 V Q 9 +45 19.6294 148.84 V Q 10+ 0 23.0379 164.97 V Q 10 +15 26.4399 164.66 V Q ' 10 +30 29.0193 124.84 V Q C 10 +45 31.5382 121.92 V Q 11+ 0 34.6487 150.54 V I Q 11 +15 37.9321 158.92 V Q 11 +30 41.1787 157.14 V Q 11 +45 44.3630 154.12 V Q 12+ 0 47.3394 144.06 VQ 12 +15 50.6642 160.92 V Q 12 +30 55.0332 211.46 V Q 12 +45 60.0057 240.67 V Q 13+ 0 65.5249 267.13 V Q 13 +15 71.6223 295.11 V Q 13 +30 78.5904 337.26 V Q 13 +45 85.4651 332.74 V Q 14+ 0 91.0221 268.96 VQ 14 +15 96.3091 255.89 Q V 14 +30 101.9314 272.12 QV 14 +45 107.5342 271.18 Q V 15+ 0. 113.0977 269.27 Q V 15 +15 118.5024 261.59 Q V 15 +30 123.6887 251.01 Q V 15 +45 128.5135 233.52 Q V 16+ 0 132.7366 204.40 Q V 16 +15 136.2027 167.76 Q V 16 +30 137.7643 75.58 Q V 16 +45 138.6048 40.68 Q V 17+ 0 139.1022 24.08 Q V 17 +15 139.4240 15.57 Q V 17 +30 139.6630 11.57 Q V 17 +45 139.8368 8.41 Q V 18+ 0 139.9297 4.50 Q V 18 +15 140.0264 4.68 Q V 18 +30 140.1316 5.09 Q V 18 +45 140.2356 5.03 Q V 19+ 0 140.3232 4.24 Q V 19 +15 140.3974 3.59 Q V 19 +30 140.4822 4.10 Q V 19 +45 140.5784 4.65 Q V 20+ 0 140.6626 4.08 Q V 20+15 140.7346 3.48 Q V. 20 +30 140.8143 3.86 Q V 20 +45 140.8963 .3.96 Q V 21+ 0 140.9748 3.80 Q V 21 +15 141.0444 3.37 Q V 21 +30 141.1188 3.60 Q V 21 +45 141.1862 3.26 Q V 22+ 0 141.2594. 3.54 Q V 22 +15 141.3264 3.24 Q V 22 +30 141.3994 3.53 Q V 22 +45 141.4620 3.03 Q V 23+ 0 141.5211 2.86 Q V 23 +15 141.5787 2.79 Q V 23 +30 141.6355 2.75 Q V 23 +45 141.6919 2.73 Q V 24+ 0 141.7480 2.72 Q V 24 +15 141.7958 2.31 Q V 24 +30 141.8159 0.97 Q V 24 +45 141.8260 0:49 Q V 25+ 0 141.8316 0.27 Q V 25 +15 - 141.8347.. 0.15 Q V 25 +30 141.8364 0.08 Q V 25 +45 141.8373 0.05 Q I I I VI .26+ 0 141.8377 0.02 Q p U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/15/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100-YR / 3 -HR HYDROGRAPH FOR AREA "C" AT C.P. NO.3 DEVELOPED CONDITION QUARRY AT LA QUINTA -------------------------=------------------------------------------ Drainage Area = 46.00 Acres = 0.072 Sq. Mi. Length along longest watercourse = 3000.00 Ft. Length along longest watercourse measured to centroid = 1200.00 Ft. Length along longest watercourse = 0.568 Mi. Length along longest watercourse measured to centroid = 0.227 Mi. Difference in elevation = 140.00 Ft. Slope along watercourse— 246.4000 Ft. /Mi. Area averaged mean soil loss (F) (In /Hr) = Average Manning's 'N' = 0.025 Minimum soil loss rate (In /Hr) = 0.334 Lag time = 0.097 Hr. Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- Lag time = 5.81 Min. U n i t H y d r o g r a p h 25% of lag time = 1.45 Min. -------------------------------------------------------------------- Unit Hydrograph Data 40% of lag time = 2.32 Min. Unit time— 5.00 Min. Duration of storm =.3 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] We-ighting[1 *2]' 46.00 2.19 100.74 Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.98 % Adjusted average point rain = 2.190 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 33.0 0.733 0.100 0.667 1.000 0.667 Sum (F) = 0.667 Area averaged mean soil loss (F) (In /Hr) = 0.667 Minimum soil loss rate (In /Hr) = 0.334 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h Desert S -Curve -------------------------------------------------------------------- Unit Hydrograph Data ----.----------------------------------------------------------------- Unit time.period Time % of lag Distribution Unit Hydrograph ' ( hrs ) ------------------------------------------------------------------- Graph o cfs- hrs /in 1.30 1 0.083 86.077 12.661 5.9 2 0.167 172.154 48.175 22.3 0.667 3 0.250 258.230 19.136 8.9 0.25 4 0.333 344.307 8.566 4.0 0.03 5 0.417 430.384 4.728 2.2 0.394 6 0.500 516.461 2.912 1.4 . 7 0.583 602.538 1.664 0.8 0.355 8 0.667 688.614 1.004 '0.5 1.80 9 0.750 774.691 0.847 0.4 10 0.833 860.768 0.307 0.1 0.667 0.355 0.04 Sum = 100.00 Sum= 46.4 Unit Time (Hr.) Pattern Percent Storm Rain (in. /hr.) Loss 'rate(In. /Hr) Max Low Effective (in. /hr.) 1 0.08 1.30 0.342 0.667 0.307 0.03 2 0.17 1.30 0.342 0.667 0.307 0.03 3 0.25 1.10 0.289 0.667 0.260 0.03 4 0.33 1.50 0.394 0.667 0.355 0.04 5 0.42 1.50 0.394 0.667 0.355 0.04 6 0.50 1.80 0.473 0.667 0._426 0.05 7 0.58 1.50 0.394 0.667 0.355 0.04 8 0.67 1.80 0.473 0.667 0.426 0.05 9 0 0.75 0.83 1.80 1.50 0.473 0.394 0.667 0.667 0.426 0.355 0.05 0.04 -L1 0.92 1.60 0.420 0.667 0.378 0.04 12 1.00 1.80 0.473 0.667 0.426 0.05 13 1.08 2.20 0.578 0.667 0.520 0.06 14 1.17 2.20 0.578 0.667 0.520 0.06 15 1.25 2.20 0.578 0.667 0.520 0.06 1.33 .2.00 0.525 0.667 0.473 0.05 i16 17 1.42 2.60 0.683 0.667 - -- 0.02 18 1.50 2.70 0.709 0.667 - -- 0.04 ' 19 20 1.58 1.67 2.40 2.70 0.631 0.709 0.667 0.667 0.568 - -- 0.06 0.04 21 1.75 3.30 0.867 0.667 - -- 0.20 22 1.83 3.10 0.815 0.667 - -- 0.15 23 1.92 2.90 0.762 0.667 - -- 0.09 24 2.00 3.00 0.788 0.667 - -- 0.12 25 2.08 3.10 0.815 0.667 - -= 0.15 2.17 4.20 1.104 0.667 - -- 0.44' '26 27 2.25 .5.00 1.314 0.667. - -- 0.65 28 2.33 3.50 0.920 0.667 - -- 0.25 29 2.42 6.80 1.787 0.667 1.12 ' 30 2.50 7.30 1.918 0.667 - -- 1.25 31 2.58 8.20 2.155 0.667 -. -- 1.49 32 2.67 5.90 1.550 0.667 - -- 0.88 33 2.75 2.00 0.525 0.667 0.473 0.05 34 2.83 1.80 0.473 0.667 0.426 0.05 ' 5 2.92 1.80 0.473 0.667 0.426 0.05 36 3.00 0.60 0.158 0.667 0.142 0.02 ' Sum = 100.0 Sum = 7.8 Flood volume = Effective rainfall 0.65 (in.) times area 46.0 (Ac-) /12 = 2.5 Acre Feet ' Total soil loss = 1.54 (In.) 11 Total soil loss = 5.893 Acre Feet Total rainfall = 2.19(In.) Flood volume = Effective rainfall 0.65 (in.) times area 46.0000 (Ac.) times 43560/12 108915.4 Cubic Feet Total soil loss = 256697.2 Cubic Feet ----------------------------------------------------------=--- - - - - -- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) Time(h +m) Volume(AF) Q(CFS) 0 15.0 30 0+ 5 0.0014 0.20 Q 0 +10 0.0080 0.96 Q 0 +15 0.0165 1.24 Q 0 +20 0.0256 1.32 Q 0 +25 0.0365 1.58 VQ 0 +30 0.0485 1.74 VQ 0 +35 0.0617 1.93 VQ, 0 +40 0.0748 1.90 Q 0 +45 0.0891 2.06 Q 0 +50 0.1034 2.08 Q 0 +55 0.1168 1.95 Q 1+ 0 0.1305 1.99 QV 1+ 5 0.1454 2.17 QV 1 +10 0.1623 2.45 QV 1 +15 0.1799 2.56 QV 1 +20 0.1976 2.58 Q V 1 +25 0.2133 2:28 Q V 1 +30 0.2242 1.59 Q V 1 +35 0.2378 1.96 Q V 1 +40 0.2542 2.39. Q V 1 +45 0.2752 3.06 Q V 1 +50 0.3177 6.17 QV 1 +55 0.3595 6.06. QV 2+ 0 0.3951 5.18 Q V 2+ 5 0.4336 5:58 Q V 2 +10 0.4885 7.98 Q V 2 +15 0.5984 15.95 VQ 2 +20 0.7431 21.01 V Q 2 +25 0.8835 20.40 QV 2 +30 1.1490 38.54 V 2 +35 1.4922 49.84 2 +40 1.8768 55.84 2 +45 2.1645 41.77 2 +50 2.3032 20.14 Q 2 +55 2.3827 11.55 Q 3+ 0 2.4337 7.40 Q 3+ 5 2.4645 4.47 Q 3 +10 2.4819 2.53 Q 3 +15 2.4918 1.44 Q 3 +20 2.4968 0.72 Q 3 +25 2.4983 0.23 Q 3 +30 2.4987 0.06 Q 3 +35 2.4990 0.03 Q .0 45.0 60.0 Q V Q V Q Q V V V V V V V V V V V 1 U n i t H y d r o g r a p h A n a 1 s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1992, version 2.4 Study date 04/15/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 -YR / 6 -HR HYDROGRAPH FOR AREA "C" AT C.P. NO.3 ' DEVELOPED CONDITION QUARRY AT LA QUINTA ' -------------------------------------------------------------------- Drainage Area = 46.00 Acres = 0.072 Sq. Mi. Length along longest watercourse = 3000.00 Ft. Length along longest watercourse measured to centroid = 1200.00 Ft. Length along longest watercourse = 0.568 Mi. ' Length along longest watercourse measured to centroid = 0.227 Mi. Difference in elevation = 140.00 Ft. Slope along watercourse = 246.4000 Ft. /Mi. , ' Average Manning's 'N' = 0.025 Lag time = 0.097 Hr. Lag time = 5.81 Min. 25% of .lag time = 1.45 Min. 40% of lag time = 2.32 Min. Unit time = 5.00 Mina 1 Duration of storm = 6 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Wel.ghting[1 2] 46.00 2.81 129.26 Point rain (area averaged) = 2.810 (In.) Areal adjustment factor = 99.98 % Adjusted average point rain = 2.810 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 33.0 0.733 0.100 0.667 1.000 0.667 ' Sum (F) = 0.667. Area averaged mean soil loss (F) (In /Hr) = 0.667 Minimum soil loss rate (In /Hr) = 0.334 (for 24 hour storm duration) ' Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------- - - - - -- ' U n i t H y d r o g r a p h Desert S -Curve ------------------------------------------------------------------- ' Unit Hydrograph Data '. --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph ----( hrs)--------------------- - - - - -- Graph----- - - - - -- cfs_ hrin------ 1 0.083 86.077 12.661 -- 5.9 2 0.167 172.154 48.175 22.3 3 0.250 258.230 19.136 8.9 4 0.333 344.307 8.566 4.0 5 0.417 6 0.500 430.384 516.461 4.728 2.912 2.2 1.4 7 0.583 602.538 1.664 0.8 8 0.667 688.614 1.004 0.5 9 0.750 774.691 0.847 0.4 10 0.833 860.768 0.307 0.1 Sum = 100.00 Sum= 46.4 F ------------------------ ---------------------------------------------- _______ Unit Time (Hr.) Pattern Percent Storm Rain (in. /hr.) Loss rate(In. Max /Hr) Low Effective (in. /hr.) 1 0.08 0.50 0.169 0.667 0.152 0.02 2 0.17 0.60 0.202 0.667 0:182 0.02 3 0.25 0.60 0.202 0.667 0.182 0.02 4 0.33 0.60 0.202 0.667 0.182 0.02 5 0.42 0.60 0.202 0.667 0.182 0.02 0.50 0.70 0.236 0.667 0.212 0.02 '6 7 0.58 0.70 0.236 0.667 0.212 0.02 8 0 -67 0.70 0.236 0.667 0.212 0.02 ' 9 0 0.75 0.83 0.70 0.70 0.236 0.236 0.667 0.667 0.212 0.212 0.02 0.02 �1 0.92 0.70 0.236 0.667 0.212 0.02 12 1.00 0.80 0.270 0.667 0.243 0.03 13 1.08 0.80 0.270 0.667 0.243 0.03 14 1.17 0.80 0.270 0.667 0.243 0.03 15. 1.25 0.80 0.270 0.667 0.243 0.03 1.33 0.80. 0.270 0.667 0.243 0.03 '16 17 1.42 0.80 0.270 0.667 0.243 0.03 18 1.50 0.80 0.270 0.667 0.243 0.03 19 1.58 0.80 0.270 0.667 0.243 0.03 20 1.67 0.80 0.270 0.667 0.243 0.03 21 1.75 0.80 0.270 0.667 0.243 0.03 22 1.83 0.80 0.270 0.667 0.243 0.03 1.92 0.80 0.270 0.667 0.243 0.03 '23 24 2.00 0.90 0.303 0.667 0.273 0.03 25 2.08 0.80 0.2'70 0.667 0.243 0.03 '26 27 2.17 2.25 0.90 0.90 0.303 0.303 0.667. 0.667 0.273. 0.273 0.03 0.03 28 2.33 0.90 0.303 0.667 0.273 0.03 29 2.42 0.90 0.303 0.667 0.273 0.03 '30 2.50 0.90 0.303 0.667 0.273 0.03 31 2.58 0.90 0.303 0.667 0.273 0.03 32 2.67 0.90 0.303 0.667 0.273 0.03 33 2.75 1.00 0.337 0.667 0.303 0.03 34 2.83 1.00 0.337 0.667 0.303 0.03 '5 2.92 1.00 0.337 0.667 0.303 0.03. '36 37 3.00 3.08 1.00 1.00 0.337 0.337 0.667 0.667 0.303 0.303 0.03 0.03 38 3.17 1.10 0.371 0.667 0.334 0. -04 39 3.25 1.10 0.371 0.667 0.334 0.04 ' 40 . 3.33 1.10 0.371 0.667 0.334 0.04 ' 41 42 43 a4 .5 46 ' 47 48 49 50 51 52 53 54 55 56 ' 57 58 '60 60 61 62 63 64 65 66 ' 67 68 69 '0 it 72 t 3.42 1.20 0.405 0.667 0.364 0.04 3.50 1.30 0.438 0.667 0.394 0.04 .3.58 1.40 0.472 0.667 0.425 0.05 3.67 1.40 .0.472 0.667 0.425 0.05 3.75 1.50 0.506 0.667 0.455 0.05 3.83 1.50 0.506 0.667 0.455 0.05 3.92 1.60 0.539 0.667 0.485 0.05 4.00 1.60 0.539 0.667 0.485 0.05 4.08 1.70 0.573 0.667 0.516 0.06 4.17 1.80 0.607 0.667 0.546 0.06 4.25 1.90 0.641 0.667 0.577 .0.06 4.33 2.00 0.674 0.667 - -- 0.01 4.42 2.10 0.708 0.667 - -- 0.04 4.50 2.10 0.708 0.667 - -- 0.04 4.58 2.20 0.742 0.667 - -- 0.07 4.67 2.30 0.775 0.667 - -- 0.11 4.75 2.40 0.809 0.667 - -- 0.14 4.83' 2.40 0.809 0.667 - -- 0.14 4.92 2.50 0.843 0.667 - -- 0.18 5.00 2.60 0.877 0.667 - -- 0.21 5.08 3.10 1.045 0.667 - -- 0.38 5.17 3.60 1.214 0.667 - -- 0.55 5.25 3.90 1.315 0.667 - -- 0.65 5.33 4.20 1.416 0.667 - -- 0.75 5.42 4.70 1.585 0.667 - -- 0.92 5.50 5.60 1.888 0.667 - -- 1.22 5.58 1.90 0.641 0.667 0.577 .0.06 5.67 0.90 0.303 0.667 0.273 0.03 5.75 0.60 0.202 0.667 0.182 0.02 5.83 0.50 0.169 0.667 0.152 0.02 5.92 0.30 0.101 0.667 0.091 0.01 6.00 0.20 0.067 0.667 0.061 0.01 Sum = 100.0 Sum = 7.2 Flood volume = Effective rainfall 0.60 (in.) times area 46.0 (Ac.) /12 = 2.3 Acre Feet Total soil loss = 2.21 (In.) Total soil loss = 8.459 Acre Feet Total rainfall = 2.81(In.) Flood volume = Effective rainfall 0.60 (in.) times area 46.0000 (Ac.) times 43560/12 = 100645.2 Cubic Feet Total -------------------------------------------------------------------- soil loss = 368494.4 Cubic Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T -0 R M -------------- R u n o f f H ------------------------------------------- y d r o g r a p h Hydrograph in 5 Minute intervals (CFS) ------------ -------------------------------------------------------------------- Time(h +m) Volume(AF) Q(CFS) 0 12.5 25.0 37.5 50.0 0+ 5 0.0007 0.10 Q 0 +10 0.0041 0.50 Q 0 +15 0.0091 0.72 Q 0 +20 0.0147 0.82 Q 0 +25 0.0207 0.87 Q 0 +30 0.0270 0.92 Q 0 +35 0.0339 1.01 Q ' 0 +40 0.0412 1.05 Q 0 +45 J 0.0485 1.07 Q 0 +50 0.0560 1.08 Q 0 +55 0.0635 1.09 QV 1+ 0 0.0711 1.11 QV 1+ 5 0.0793 1.19 QV ' 1 +10 0.0877 1.22 QV 1 +15 0.0962 1.23 QV 1 +20 0.1047 1.24 QV 1 +25 0.1133 1.24 QV 1 +30 0.1219 1.25 Q V 1 +35 0.1305 1.25 Q V 1 +40 0.1391 1*.25 Q V 1 +45 0.1477 1.25 QV 1 +50 0.1563 1.25 QV 1 +55 0.1649 1.25 QV 2+ 0 0.1737 1.27 Q V 2 +.5 0.1828 1.33 Q V ' 2 +10 2 +15 0.1918 0.2011 1.30 .1.36 Q V Q V 2 +20 0.2107 1.38 Q V 2 +25 0.2202 1.39 Q V ' 2 +30 0.2299 1.40 Q V 2 +35 0.2395 1.40 Q V 2 +40 0.2492 1.40 Q V 2 +45 0.2590 1.43 Q V ' 2 +50 0.2694 1.50 Q V 2 +55 0.2799 1.53 Q V 3+ 0 0.2906 1.55 Q V ' 3+ 5 0.3013 1.55 Q V 3 +10 0.3121 1.58 Q V 3 +15 0.3235 1.65 Q V 3 +20 0.3351 1.69 Q V 3 +25 0.3470 1.72 Q 3 +30 0.3595 1.82 Q 3 +35 0.3730 1.95 Q 3 +40 0.3873 2.07 Q 3 +45 0.4020 2.15 Q 3 +5:0 0.4175 2.25 Q 3 +55 0.4335 2.31 Q 0.4501 2.41 Q 0.4671 2.47 Q 1 4 +1°5 0.4849 0.5037 2.59 2.73 Q Q '4'+20 0.5211 2.52 Q '- 4 +25 4 +30 0.5314 0.5436 1.50 1.78 Q Q 4 +35 0.5579 2.07 Q 4 +40 0.5788 3.04 Q 4 +45 0.6083 4.29 Q 4 +50 0.6460 5.48 Q 4 +55 0.6886 6.19 Q 5+ 0 0.7395 7.38 Q 1 5+ 5 0.8054 9.58 5 +10 0.9078 14.85 5 +15 1.0522 20.97 ' 5 +20 1:2322 26.14 5 +25 1.4486 31.42 5 +30 1.7165 38.90 ' 5 +35 2.0016 41.40 V V V V V V V V V V V V. VI V V V V V V V Q V Q V Q V QV Q V Q QV ' 5 +40 2.1346 .19.31 Q V 5 +45 2.2046 10.17 Q V 5 +50 2.2469 6.14 Q V 5 +55 2.2738 3.91 Q V 6+ 0 2.2904 2.40 Q V 6+ 5 2.3006 1.48 Q V t 6 +10 2.3063 0.83 Q V 6 +15 2.3083 0.30 Q V 6 +20 6 +25 2.3088 2.3091 0.07 0.04 -Q Q V V 6 +30 2.3092 0.02 Q V 6 +35 2.3093 0.01 Q V r` 6+40 2.3093 0.00 Q 6 +45 2.3093 0.00 Q V 1. r r� r: r r 1 U n i t H y d r o g r a "p h A n a l y s i s 1 Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 1 Study date 04/13/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------------------------------------------------------ 100-YR / 24 -HR HYDROGRAPH FOR AREA "C" AT C.P. NO.3 DEVELOPED CONDITION QUARRY AT LA QUINTA ----------------------------------------------------7--------------- Drainage Area = 46.00 Acres = 0.072 Sq. Mi. Length along longest watercourse 350.00 Ft. Length along longest watercourse measured to centroid = 150.00 Ft. Length along longest watercourse = . 0.066 Mi. ' Length along longest watercourse measured to centroid = 0.028 Mi. Difference in elevation = 140.00 Ft. Slope along watercourse = 2112.0000 Ft. /Mi. Average Manning's 'N' = 0.025 Lag time = 0.013 Hr. Lag time = 0.77 Min. 25% of lag time = 0.19 Min. 40% of lag time = 0.31 Min. Unit time = 15.00 Min. _Duration of storm = 24 Hour(s) Area. rainfall: data: ' Area(Acres).[1] Rainfall(In.)[2] Weighting 1*2 . ]., 46.00 525 241:50 ' Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.99 % Adjusted average point rain = 5.250 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 33.0 0.733 0.100 0.667 1.000 0.667 Sum •(F) = 0.667 Area averaged mean soil loss (F) (In /Hr) = 0.667 Minimum soil loss rate (In /Hr) = 0.334 (for 24 hour storm duration) ' Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- ' U n i t H y d r o g r a p h Desert S -Curve ' -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution -'Unit Hydrograph --------------------------------------------------------------------- (hrs) Graph % cfs- hrs /•in 1 0.250 1936.519 100.000 46.4 ------------------- ------------ - - - - --------------------- -- -Sum -_ --- --- Sum= --- - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25 0.20 0.042 1.178 0.038 0.00 2 0.50 0.30 0.063 1.164 0.057 0.01 3 0.75 0.30 0.063 1.151 0.057 0.01 4 1.00 0.40 0.084 1.137 0.076 0.01 1.25 0.30 0.063 1.124 0.057 0.01 '5 6 1.50 0.30 0.063 1.110 0.057 0.01 7 1.75 0.30 0.063 1.097 0.057 0.01 8 9 2.00 2.25 0.40 0.40 0.084 0.084 1.084 1.071 0.076 0.076 0.01 0.01 10 2.50 0.40 0.084 1.058 0.076 0.01 11 2.75 0.50 0.105 1.045 0.094 0.01 12 3.00 0.50 0.105 1.032 0.094 0.01 13 3.25 0.50 0.105 1.019 0.094 0.01 14 3.50 0.50 0.105 1.007 0.094 0.01 3.75 0.50 0.105 0.994 0.094 0.01 '15 16 4.00 0.60 0.126 0.981 0.113 0.01 17 4.25 0.60 0.126 0.969 0.113 0.01 ' 18 . 9 4.50 4.75 0.70 0.70 0.147 0.147 0.957 0.944 0.132 0.132 0.01 0.01 /-0 5.00 0.80 0.168 0.932 0.151 0.02 21 5.25 0.60 0.126 0.920 0.113 0.01 �22 5.50 0.70 0.147 0.908 0.132 0'.01 '. 23 5.75 0.80 0.168 0.896 0.151 0.02 24 6.00 0.80 0.168 0.884 0.151 0.02 6.25 0.90 0.189 0.873 0.170 0.02 '25 . 26 6.50 0.90 0.189 0.861 0.170 0.02 27 6.75 1.00 0.210 0'.849 0.189 0.02 28. 7.00 1.00 0.210 0.838' 0.189 0.02 29 7'.25: 1.00. 0..210 0.827 0.189 0.02 30 '7.50 1.10 0.231 0.815 '0.208 0.02 31 7.75 1.20 0.252 0.804 0.221 0.03 8.00 1.30 0..273 0.793 0.246 0.03 '32 33 8.25. 1.50 0.315 0:782 0.283 0.03 34 8.50 1.50 0.315 0.771 0.283 0.03 35 8.75 1.60 0.336 0.760 0.302 0.03 36 9.00 1.70 0.357 0.750 0.321 0.04 37 9.25 1.90 0.399 0.739 0.359 0.04 38 9.50 2.00. 0.420 0.729 0.378 0.04 39 9.75 2.10 0.441 0.718 0.397 0.04 40 10.00 2.20 0.462 0.708 0.416 0.05 41 •10.25 1.50 0.315 0.698 0.283 0.03 10.50 1.50 0.315 0.687 0.283 0.03 '42 43 10.75 2.00 0.420 0.677 0.378 0.04 '.4 11.00 2.00 0.420 0.668 0.378 0.04 '45 46 11.25 11.50 1.90 1.90 0.399 0.399 0.658 0.648 0.359 0.359 0604 0.04 47 11.75 1.70 0.357 0.638 0.321 0.04 48 12.00 1.80 0.378 0.629 0.340 0.04 49 12.25 2.50 0.525 0.620 0.472 0.05 50 51 52 ';3 ,4 55 ' 56 57 58 59 60 61 62 63 64 65 66 67 68 70 71 72 73 74 75 76 77 78 '9 s0 81 82 83 84 85 . 86 88 89 90 91 ' 92 93 94 ' 95 96 12.50 12.75 13.00 13.25 13.50 13.75 14.00 14.25 14.50 14.75 15.00 15.25 15.50 15.75 16.00 16.25 16.50 16.75 17.00 17.25 17.50 17.75 18.00 18.25 18.50 18.75 19.00 19.25 19.50 19.75 20.00 20.25 20.50 20.75 21.00 21..2 5 -21.50 21.75 22.00 22.25 22.50 22.75 23..00 23.25 23.50 23.75 24.00 Sum = Flood times Total Total Total Flood times Total 2.60 2.80 2.90 3.40 3.40 2.30 2.30 2.70 2.60 2.60 2.50 2.40 2.30 1.90 1.90 0.40 0.40 0.30 0.30 0.50 0.50 0.50 0.40 0.40 0.40 0.30 0.20 0.30 0.40 0.30 0.20 0.30 0.30 0.30 0.20 0..30 0.20 0.30 0.,20 0.30 0.20 0.20 0.20 0.20 0.20 0.20 0.20 100:0 0.546 0.588 0.609 0.714 0.714 0.483 0.483 0.567 0.546 0.546 0.525 0.504 0.483 0.399 0.399 0.084 0.084 0.063 0.063 0.105 0.105 0.105 0.084 0.084 0.084 0.063 0.042 0.063 0.084 0.063 0.042 0.063 0.063 0.063 0.042 0.063 0..042 0.063 0.042 0.063 0.042 0.042 0.042 0.042 0.042 0.042 0.042 0.610 0.601 0.592 0:583 0.574 0.566 0.557 0.548 0.540 0.532 0.524 0.516 0.508 0.500 0.492 0.485 0.477 0.470 0.463 0.456 0.449 0.443 0.436 0.430 0.423 0.417 0.411 0.405 0.400 0.394 0.389 0.384 0.379 0.374 0.370 0..365 0.361 0:357 0.353 0.350 0.347 0.344 0.341 0.339 0.336 0.335 0.334 volume,= Effective rainfall area 46.0 (Ac.) /12 = soil loss = 4.75 (In.) soil loss = 18.202 Acre Feet rainfall = 5.25(In.) volume = Effective rainfall area 46.0000 (Ac.) times 83702.3 Cubic Feet soil loss = 792863.9 Cubic 0.491 0.529 0.435 0.435 0.454 0.435 0.359 0.359 0.076 0.076 0.057 0.057 0.094 0.094 0.094 0.076 0.076 0.076 0.057 0.038 0.057 0.076 0.057 0.038 0.057 0.057 0.057 0.038 0.057 0.038 0.057 0.038 0.057 0.038 0:038 0.038 0.038 0.038 0.038 0.038 Sum = 0.50 (in.) 1.9 Acre Feet 0.50 (in.) 43560/12 Feet 0.05 0.06 0.02 0.13 0.14 0.05 0.05 0.02 0.01 0.01 0.00 0.05 0.05 0.04 0.04 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0:00. 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 ----------------------=--------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) Time(h +m) Volume(AF) Q(CFS) 0 2.5 5.0 7.5 10.0 0 +15 0.0040 0.19 Q 0 +30 0.0101 0.29 VQ _ 0 +45 0.0161 0.29 VQ 1+ 0 0.0241 0.39 VQ 1 " 1 +15 0.0302 0.29 VQ 1 +30 0.0362 0.29 VQ 1 +45 0.0422 0.29 VQ 2+ 0 0.0503 0.39 Q 2 +15 0.0583 0.39 Q 2 +30 0.0664 0.39 Q 2 +45 0.0764 0.49 Q ' 3+ 0 0.0865 0.49 Q 3 +15 0.0965 0.49 QV 3 +30 0.1066 0.49 QV 3 +45 0.1167 0.49 QV 4+ 0 0.1287 0.58 Q 4 +15 0.1408 0.58 Q 4 +30 0.1549 0.68 QV ' 4 +45 0.1689 0.68 QV - .5+ 0 0.1850 0.78 Q 5 +15 0.1971 0.58 Q V 5 +30 0.2112 0.68 Q V 5 +45 0.2273 0.78 QV 6+ 0 0.2434 0.78 Q V 6 +15 0.2615 0.88 Q V 6 +30 0.2796 0.88 Q.V 6 +45 0.2997 0.97 Q V 7+ 0 0.3198 0.97 Q V ' 7 +15 0.3399 0.97 Q .V 7 +30 0.3620 1.07 Q V 7 +45 0.3862 •1.17 Q V 8+ 0 0.4123 1.27 Q V 8 +15 0.4425 1..46; Q V 8 +30 0.4727 -1.46 Q V 8 +45 0.5048 1.56 Q V ' 9+ 0 0.5390 1.65 Q V 9 +15 0.5772 1.85 Q V 9 +30 0.6175 1.95 Q V 9 +45 0.6597 2.04 Q V 10+ 0 0.7039 2.14 Q V 10 +15 0.7341 1.46 Q V '10 +30 0.7643 1.46 Q V- 10+45 0.8045 1.95 Q V 11+ 0 0.8447 1.95 Q V' +15 0.8830 1.85 Q V '11 11 +30 0.9212 1.85 Q V 11 +45 0.9554 1.65 Q V 0 0.9916 1.75 Q V '12+ 12 +15 1.0418 2.43 Q V 12 +30 1.0941 2.53 Q V 12 +45 1.1505 2.73 Q V ' 13+ 0 1.1667 0.78 Q V Q V Q V V V V V V V V V V V V V V V V V V V. V V V V V V V V V V V V V V V V V V V V V V V V 13 +1-5 1.2920 6.07 134-30 1.4258 6.48 13 +45 1.4721 2.24 Q 14+ 0 1.5183 2.24 Q 14 +15 1.5361 0.86 Q +30 1.5417 0.27 Q '14 14 +45 1.5553 0.66 Q 15+ 0 1.5565 0.06 Q 15 +15 1.6048 2.34 Q 15 +30 1.6510 2.24 Q 15 +45 1.6893 1.85 Q 16+ 0 1.7275 1.85 Q 16 +15 1.7355 0.39 Q 16 +30 1.7436 0.39 Q 16 +45 1.7496 0.29 Q 0 1.7556 0.29 Q '17+ 17 +15 1.7657 0.49 Q 17 +30 1.7757 0.49 Q 17 +45 1.7858 0.49 Q 18+ 0 1.7938 0.39 Q 18 +15 1.8019 0.39 Q 18 +30 1.8099 0.39 Q 18 +45 1.8160 0.29 Q 19+ 0 1.8200 0.19 Q 19 +15 1.8260 0.29 Q +30 1.8341 .0.39 Q '19 19 +45 1.8401 0.29 Q 20+ 0 1.8441 0.19 Q 20 +15 1.8502 0.29 Q 20 +30 1.8562 0.29 Q 20 +45 1.8622. 0.29 Q 21+ 0 1.8662 0.19 Q 21 +15 1.8723 0.29. IQ 21 +30 1'.8763 0.19 Q, 21 +45 1.8823 0.29 IQ 0 1.8864 0.19 Q '22+ 22 +15 1.8924 0.29 IQ 22 +30 1.8964 0.19 Q 22 +45 1.9004.. 0.19 Q '23+ 0 1.9045 0.19 Q 23 +15 1.9085 0.19 Q 23 +30 1.9125 0.19 Q +45 1..9165 0.19 Q '23 -------------------------------------------- 24+ 0 _ 1.9205 0.19 Q - - - - -- Q V Q V V V V V V V V V V V V V V V V V V V. V V V V V V V V V V V V V V V V V V V V V V V V 1 1 1 1 U n i`t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/19/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 3 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 356.00 Acres = 0.556 Sq. Mi. Length along longest watercourse = 11550.00 Ft. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 2.188 Mi. Length along longest watercourse measured to centroid = 0.994 Mi. Difference in elevation = 1590.00 Ft. Slope along watercourse 726.8571 Ft. /Mi. Adjusted average ,= Average Manning's 'N' = 0.040 2.187 (In..) Lag time = 0.369 Hr. RI Infil.'rate Impervious Lag time = 22.13 Min. Rate Area% F 25% of lag time = 5.53 Min. (Dec. %) (In /Hr) 40% of lag time = 8.85 Min. (In /Hr) 93.0 0.091. Unit time = 5.00 Min. 0.066 0.971 ,Duration of storm = 3 Hour(s) 78.0 0.268 0.100 Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 356.00 2.19 .779.64 Point rain (area averaged) = 2.190 (In.). Areal adjustment factor = 99.84 % Adjusted average point rain = 2.187 (In..) ° RI Infil.'rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091. 0.300 0.066 0.971 0.065 78.0 0.268 0.100 0.244 0.029 0.007 Sum (F) = 0.072 Area averaged mean soil loss (F) (In /Hr) = 0.072 Minimum soil loss rate (In /Hr) = 0.036 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------- (decimal) = 0.900 - - - - -- U n i t H y d r o g r a p h Desert S -Curve ----------------------------------------------------------- - - - - -- ' Unit Hydrograph Data '' -------------------------------=------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph %_ cfs- hrs /in 1 0.083 22.593 1.174 4.2 2 0.167 45.187 4.356 15.6 3 0.250 67.780 9.512 34.1 4 0.333 90.374 19.514 70.0 5 0.417 112.967 16.065 57.6 6 0.500 135.561 10.218 36.7 7 0.583 158.154 6.791 24.4 8 0.667 180.748 5.225 18.7 9 0.750 203.341 4.091 14.7 10 0.833 225.935 3.285 11.8 11 0.917 248.528 2.689 9.6 12 1.000 271.122 2.322 8.3 13 1.083 293.715 2.046 7.3 14 15 1.167 1.250 316.3,09 338.902 1.695 1.356 6.1 4.9 16 1.333 361.496, 1.249 4.5 17 1.417 384.089 1.099 3.9 18 1.500 406.682 1.000 3.6 19 1.583 429.276 0.824 3.0 20 1.667 451.869 0.768 2.8 21 1.750 474.463 0.663 2.4 ' 22 1.833 497.056 0.587 2.1_ 23 1.917 519.650 0.519 1.9 24 25 2.000 2.083 542.243 564.837 0.408 0.368 1.5 1.3 26 2.167 587.430 0.237 0.8 27 2.250 610.024 0.230 0.8 28 2.333 632.617 0.264 0.9 29 2.417 655.211 0.271_ 1.0 30 2.500 677.804 0.271 1.0 31 2.583 700.398 0.271 1.0 32 2.667 722.991, 0.204 0.7 33 2.750 745.585 0.141 0.5 34 2.833 768.178 0.141 0.5 35 2.917 790.771 0.144 0.5. ---------------------------------------------------7------------------- Sum - 100.00 Sum= 358.8 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.08 1.30 0.341 0.072 - -- 0.27 2 0.17 1.30 0.341 0.072 - -- 0.27 3 0.25 1.10 0.289 0.072 - -- 0.22 4 0.33 1.50 0.394 0.072 0.32 5 0.42 1.50 0.394 0.072 ___ 0.32 6 0.50 1.80 0.472 0.072 - -- 0.40 7 0.58 1.50 0.394 0.072 - -- 0.32 1 8 0.67 1.80 0.472 0.072 - -- 0.40 •• 9 0.75 1.80 0.472 0.072 - -- 0.40 ' 10 11 0.83 0.92 1.50 1.60 0.394 0.420 0.072 0.072 - -- - -- 0.32 0.35 12 1.00 1.80 0.472 0.072 - -- 0.40 13 1.08 2.20 0.577 0.072 - -- 0.51 ' 14 1.17 2.20 0.577 0.072 - -- 0.51 '. 15 1.25 2.20 0.577 0.072 - -- 0.51. 16 1.33 2.00 0.525 0:072 - -- 0.45 t17 1.42 2.60 0.'682 0.072 ___ 0.61 18 1.50 2.70 0.708 0.072 0.64 _9 1.58 2.40 0.630 0.072 - -- 0.56 1.67 2.70 0.708 0.072 - -- 0.64 '20 21 1.75 3.30 0.866 0.072 - -- 0.79 22 1.83 3.10 0.813 0.072 - -- 0.74 23 24 1.92 2.00 2.90 3.00 0.761 0.787 0.072 0.072 - -- - -- 0.69 0.72 X25 2.08 3.10 0.813 0.072 - -- 0.74 26 2.17 4.20 1.102 0.072 - -- 1.03 27 2.25 5.00 1.312 0.072 - -- 1.24 ,28 2.33 3.50 0.918 0.072 - -- 0.85 29 .2.42 6.80 1.784 0.072 - -- 1.71 2.50 7.30 1.915 0.072 - -- 1.84 ,30 .31 2.58 8.20 2.152 0.072 - -- 2.08 32 2.67 5.90 1.548 0.072 - -- 1.48 33 2.75 2.00 0.525 0.072 - -- 0.45 34 2.83 1.80 0.472 0.072 - -- 0.40 ..?35. 2.92 1.80 0.472 0.072 - -- 0.40 36 3.00 0.60 0.157 0.072 - -- 0.09 - ' Sum = 100.0 Sum = 23.7 Flood volume = Effective rainfall 1.97 (in.) times area 356.0 (Ac.) /12 =. 58.5 Acre Feet Total soil loss = 0.21 (In.) Total soil loss = 6.364 Acre Feet _ Total rainfall = 2.19(In.) Flood volume = Effective rainfall 1.97 (in.).. ' times area 356.0000 (Ac.) times 43560/12 - 2548476.5 Cubic Feet Total soil loss = 277208.8 Cubic Feet. ' -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3- H O U S T O R M ' R u n o f f H y d r o g r a p h Hydrograph in - 5 Minute intervals (CFS) ' ------------------------------------------------------------------ Time(h+m) Volume(AF) Q(CFS) 0 125.0 250.0 375.0 500.0. ---------------------------------------------------------------------- 0+ 5 0.0078 1.14Q 0 +10 0.0447 5.35 Q 0 +15 0.1434 14.33 VQ ' 0 +20 0.3694 32.83 V Q 0 +25 0.7015 48.22 V Q 0 +30 1.1033 58.34 V Q ' 0 +35 1.5863 70.13 V Q 0 +40 2.1448 81.10 V Q 0 +45 2.7762 91.68 V Q 0 +50 3.4498 97.81 V Q 1 0 +55 4.1685 104.35 V Q 1+ 0 .4.9194 109.03 V Q ' 1+ 5 1 +10 5.6827 6.4773 110.83 115.37 V V Q Q 1 +15 7.3334 124.31 _ V Q 1 +20 8.2711 136.15 V Q 1 +25 9.2724 145.40 V IQ 1 +30 10.3232 152.57 V Q 1 +35 11.4179 158.96 V Q ' 1 +40 12.5935 170.69 V Q 1 +45 13.8466 181.95 V Q 1 +50 15.1540 189.83 V Q 1 +55 16.5390 201.11 V Q 2+ 0 18.0261 215.93 V' Q 2 +.5 19.5745 224.82 V Q 2 +10 2 +15 21.1575 22.8079 229.85 239.64 V. Q V Q 2 +20 24.5756 256.67 V Q 2 +25 26.5467 286.20 V Q 2 +30 28.7625 321.73 V Q 2 +35 31.1883 352.22 V Q 2 +40 34.0325 412.98 V Q 2 +45 37.2321 464.59 V Q 2 +50 40.5653 483.97 V Q 2 +55 43.6375 446.09 V Q 3+ 0 3+ 5 46.1537 48.1996 365.35 297.08 Q Q'V V 3 +10 49.9027 247.29 -Q V 3 +15 51.2683 198.28 Q V 3 +20 52.3464 156.54 Q V 3 +25. 53.2223 127.19 Q V 3 +30 53.9567 106.63 Q V 3 +35 54.5793 90.40 Q V ' 3 +40 55.1103 77.10 Q V - 3 +45, 55.5651 66.04 Q V 1y 3 +50 3 +55 55.9612 56.3080 57.52 50.35 Q Q V V 4+ 0 56.6111 44.01 Q V 4± 5 56.8751 38.33 Q V '.' 4 +10 57.1060 33.53 Q V 4 +15 57.3087 29.43 Q V ". 4 +20 57.4835 25.38 Q V 4 +25 57.6350 21.99 Q V ' 4 +30 57.7648 18.86 Q V 4 +35 57.8761 16.16 Q V 4 +40 57.9725 13.99 Q V 4 +45 58.0578 12.38 Q V 4 +50 58.1357 11.31 Q V 4 +55 58.2073 10.4.1 Q V 5+ 0 58.2715 9.31 Q V ' 5+ 5' 58.3264 7.97 Q V 5 +10 58.3710 6.48 Q V 5 +15 58.4072 5.26 Q V ' 5 +20 58.4344 3.95 Q V 5 +25 58.4539 2.82 Q V 5 +30 58.4647 1.57 Q V ' 5 +35 58.4696. 0.70 Q V 5 +40 58.4727 0.45 Q V 5 +45 58.4744 0.25 Q V ----------------------------------------------------------- 5 +50 58.4748 0.04 - - - - -- ------ V 1 U n i t H y d r o g r a p h A n a-1 y s i s Copyright (c) CIVILCADD %CIVILDESIGN, 1992, Version 2.4 Study date 04/19/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 6 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA ----------------------------------------------------7--------------- Drainage Area = 356.00 Acres = 0.556 Sq. Mi. Length along longest watercourse = 11550.00 Ft. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 2.188 Mi. Length along longest watercourse measured to centroid = 0.994 Mi. Difference in elevation = 1590.00 Ft. Slope along watercourse = 726.8571 Ft. /Mi. Average Manning's 'N' = 0.040 Lag time = 0.369 Hr. Lag time = 22:13 Min. ' 25% of lag time = 5.53 Min. 40% of lag time = 8.85 Min. Unit time = 5.00 Min. Duration.of storm =.6 Hour(s) Area rainfall data: ' Area(Acres) 2 ] Wei hti ng[1 2] [1] Ranfall ( In 356.00 2.81 1000.36 ' Point rain (area averaged) = 2.810 (In.) Areal adjustment factor = 99.88 % Adjusted average point rain = 2.807 (In.) ' RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0, 0.091 0.300 0.066 0.971 0.065 ' 78.0 0.268 0.100 0.244. 0.029 0.007 Sum (F) = 0.072 Area averaged mean soil loss (F) (In /Hr) = 0.072 Minimum soil loss.rate (In /Hr) =' 0.036 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 Y d r o g r a P Desert S -Curve �: - -------------------------------------------------------------- - - - - -- - Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % cfs- hrs /in --------------------------------------------------------------------- 1 0.083 22.593 1.174 4.2 2 0.167 45.187 4.356 15.6 3 0.250 67.780 9.512 34.1 4 0.333 90.374 19.514 70.0 5 0.417 112.967 16.065 57.6 6 0.500 135.561 10.218 36.7 7 0.583 158:154 6.791 24.4 8 0.667- 180.748 5.225 18.7 9 0.750 203.341 4.091 14.7 10 0.833 225.935 3.285 11.8 11 0.917 248.528 2.689 9.6 12 1.000 271.122 2.322 8.3 13 1.083. 293.715 2.046 7.3 14 1.167 316.309 1.695 6.1 15 1.250 338.902 1.356 4.9 16 1.333 361.496 1.249 4.5 17 1.417 384.089 1.099 3.9 18 1.500 406.682 1.000 3.6 19 1.583 429.276 0.824 3.0 20 1.667 451.869 0.768 2.8 21 1.750 474.463, 0.663 2.4 22 1.833 497.056 0.587 2.1 23 1.917 519.650 0.519 1.9 24 2.000 542.243 0.408 1.5 25 2.083 564.83,7 0.368 1.3 26 2.167 587.430 0.237 0.8. 27 2.250 610.024 0.230 0.8 28 2.333 632.617 0.264 0.9 29 2.417 655.211 0.271 1.0 30 2.500 .677.804 0.271 1.0 31 2.583 700.398 0.271 1.0 32 2.667 722.991 0.204 0.7 33 2.750 745.585 0.141 0.5 34 2.833 768.178 0.141 0.5 35 2.917 790.771 0.144 0.5 --------------------------------------------------------------------- Sum = 100.00 Sum= 358.8 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.08 0.50 0.168 0.072 - -- 0.10 2 0.17 0.60 0.202 0.072 - -- 0.13 3 0.25 0.60 0.202 0.072 - -- 0.13 4 0.33 0.60' 0.202 0.072 - -- 0.13 5 0.42 0.60 0.202 0.072 - -- 0.13 6 0.50 0.70 0.236 0.072 - -- 0.16 7 0.58 0.70 0.236 0.072 - -- 0.16 8 0.67 0.70 0.236 0.072 - -- 0.16 9 0.75 0.70 0.236 0.072. - -- 0.16 10 0.83 0.70 0.236. 0.072 - -- 0.16 11 0.92 0.70 0.236 0.072 - -- 0.16 12 1.00 0.80 0.269 0.072 - -- 0.20 13 1.08 0.80 0.269 0.072 - -- 0.20 14 1.17 0.80 0.269 0.072 - -- 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.23 0.20 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.27 0.27 0.27 0.27 0.27 0.30 0.30 0.30 0.33 0.37 0.40 0.40 0.43 0.43 0.47 0.47 0.50 0.53 0.57 0.60 0.64 0.64 0.67 0.70 0.74 0.74 0.77 0.80 0:97 1.14 1.24 1.34 1.51 _ 1.81 0.57 0.23 0.13 0.10 0.03 0.01 28.5 a ' 15 1.25 0.80 0.269 0.072 - -- 16 1.33 0.80` 0.269 0.072 - -- 17 1.42 0.80 0.269 0.072 --- 1.8 1.50 0.80 0.269 0.072 - -- _9 1.58 0.80 0.269 0.072 - -- 1.67 0.80 0.269 0.072 - -- ,20 : 21 1.75 0.80 0.269 0.072 - -- 22 1.83 0.80 0.269 0.072 - -- 23 1.92 0.80 0.269 0.072 - -- 24 2.00 0.90 0.303 0.072 - -- 25 2.08 0.80 0.269 0.072 - -- 26 2.17 0.90 0.303 0.072 - -- 27 2.25 0.90 0.303 0.072 - -- 28 2.33 0.90 0.303 0.072 - -- 29 2.42 0.90 0.303 0.072 - -- 2.50 0.90 0.303 0.072 - -- '30 31 2.58 0.90 0.303 0.072 - -- 32 2.67 0.90 0.303 0.072 - -- 33 34 2.75 2:83 1..00 1.00 0.337 0.337 0.072 =__ 0.072 35 2.92 1.00 0.337 0.072 36 3.00 1.00 0.337 0.072 - -- '37 3.08 1.00 0.337 0.072 38 3.17 1.10 0.370 ___ 0.072 " 39 3.25 1.10 0.370 0.072 - -- 3.33 1.10 0.370 0.072 - -- '40 , 41 3.42 1.20 0.404 0.072 - -- 42 3.50 1.30 0.438 0.072 - -- 43 '.4 3.58 3.67 1.40 1.40 0.472 0.472 0.072 - -- 0.072 - -- :5 3.75 1.50 0.505 0.072 - -- 46 3.83 .1.50 0.505 0.072 - -- '47 3.92 1.60 0.539 0.072 - -- ..48 4.00 1.60 0.539 0.07.2 - -- 49 4.08 1.70 0.573 .0.072 - -- 4.17 1.80 0.606 0.072 ___ '50 51 4.25 1.90 0.640 0.072 52 4.33 2.00 0.674 0.072 - -- 53 4.42 2.10 0.707 0.072 - -- '54 4.50 2.10 0.707 0.072 55 4.58 2.20 0.741 ___ 0.072 56 4.67 2.30 0.775 0.072 - -- 4.75 2.40 0.808 0.072 - -- '57 . 58 4.83 2.40 0.808 0.072 - -- 59 4.92 2.50 0.842 0.072 - -- '60 61 5.00 5.08 2.60 .3.10 0.876 1.044 0.072 ___ 0.072 62 5.17 3.60 1.212 0.072 - -- 63 5.25 3.90 1.313 0.072 - -- '64 5.33 4.20 1.415 0.072 65 5.42 4.70 1.583 0.072 66 5.50 5.60 1.886 0.072 - -- 5.58 1.90 0.640 0.072 - -- '67 68 5.67 0.90 0.303 0.072 - -- .9 5.75 0.60 0.202 0.072 - -- '10 71 5.83 5.92 0.50 0.30 0.168 0.101, 0.072 ___ 0.072 72 6.00 0.20 0.067 0.072 0.061 Sum = 100.0 Sum = Flood volume = Effective rainfall 2.38 (in.) 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.23 0.20 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.27 0.27 0.27 0.27 0.27 0.30 0.30 0.30 0.33 0.37 0.40 0.40 0.43 0.43 0.47 0.47 0.50 0.53 0.57 0.60 0.64 0.64 0.67 0.70 0.74 0.74 0.77 0.80 0:97 1.14 1.24 1.34 1.51 _ 1.81 0.57 0.23 0.13 0.10 0.03 0.01 28.5 ' times area 356.0 (Ac.) /,12 = 70.6 Acre Feet Total soil loss = 0.43--, (In.) Total soil loss = 12.701 Acre Feet Total rainfall = 2.81(In.) Flood volume = Effective rainfall 2.38 (in.) times area 356.0000 (Ac.) times 43560/12 ' = 3073.617.2 Cubic Feet Total soil loss = 553245.8 Cubic Feet ' ++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) ' -------------------------------------------------------------------- Time(h+m) Volume(AF) Q(CFS) 0 125.0 250.0 375.0 500.0 0+ 5 0.0028 0028 0.41 Q 0 +10 0.0170 2.06 0 +15 0.0576 5.90 Q 0 +20 0.1529 13.83 VQ 0 +25 0.3028 21.77 VQ. 0 +30 0.4916 27.41 V Q 0 +35 0.7088 31.53. V Q 0 +40Y 0.9520 35.32 V Q 0 +45 1.2.256 39.73 V Q 0 +50 1.5238 43.30 V Q 0 +55 1.8397 45.87 V Q 1+ 0 2.1701 47.97 V Q 1+ 5 2.5152 50.12 V Q 1 +10 2.8775 52.60 V Q 1 +15 3.2633 56.03 V Q 1 +20 3.6689 58.89 V Q 1 +25 4.0886 60.94 V Q ' 1 +30 4.5189 62.49 V Q 1 +35 4.9578 63.73 V Q 1 +40 5.4038 64.75 V Q 1 +45 5.8558 65.63 V Q 1 +50 6..3129 66.37 V Q. 1 +55 6..7744 67.02 V Q 2+ 0 7.2408 67.71 VQ ' 2+ 5 7.7131 68.57 VQ 2 +10 8.1931 69.71 VQ 2 +15 8.6875 71.77 VQ ' 2 +20 9.1890 72.82 Q 2 +25 9.7039 74.77 Q 2 +30 10.2313 76.57 VQ ' 2 +35 10.7675 77.86 Q 2 +40 11.3099 78.76 Q 2 +45 11.8582 79.61 Q 2 +50 12.4141 80.72 QV 2 +55 12.9814 82.37 QV 3+ 0 13.5676 85.12 QV 3+ 5 3 +10 14.1692 14.7820 87.35 88.98 Q V QV 3 +15 15.4057 90.56 QV 3 +20 16.0430 92.54 Q V 3 +25 16.7021 95.71 Q V ' 3 +30 17.3830 98.86 Q, VI 3 +35 18..0880 102.37 Q V 3 +40 18.8291 107.61 Q V 3 +45 19.6155 114.18 QIV 3 +50 20.4490 121.03 Q V 3 +55 21.3233 126.94 Q V. ' 4+ 0 22.2395 133.04 Q V " 4+ 5 23.1945 138.67 Q V 4 +10 4 +15 24.1922 25.2321 144.86 150.99 Q V Q V 4 +20 26.3225 158.32 Q V 4 +25 27.4717 166.87 Q V 4 +30 28.6844 176.08 Q V 4 +35 29.9610 185.37 Q V 4 +40 31.2998 194.39 Q V 4 +45 32.6945 202.51 Q V ' 4 +50 34.1486 211.14 Q V 4 +55 35.6656 220.26 Q V 5+ 0 5+ 5 37.2453 38.8854 229.37 238.15 Q V Q V 5 +10 40.6053 249.73 Q V 5 +15 42.4408 266.51 Q V 5 +20 44.4535 292.25 Q V 5 +25 46.6852 324.04 QV 5 +30 49.1501 357.91 VQ 5 +35 51.8309 389.26 V Q 5 +40 54.6529 409.75 V Q 5 +45 57.4514 406.34 Q 5 +50 5 +55 59.7938 61.6136 340.12 264.23 Q Q V . V 6+ 0 63.0418 207.38 Q V 6+ 5 64.1984 167.93 Q V ,. 6 +lb 65.1394 136.64 Q V 6 +15 65.9118 112.14 Q V 6 +20 66.5562 93.57 Q V 6 +25 67.1041 79.55 Q V 6 +30 67.5738 68.20 Q V 6 +35 67.9763 58.44 Q V 6 +40 68.3231 50..37 Q V 6 +45 68.6272 44.15 Q V 6 +50 68.8936 38.67 Q V 6 +55 69.1268 33.87 Q V 7+ 0 69.3296 29.44 Q V ' 7+'5 69.5072 25.79 Q V 7 +10 69.6614 22.38 Q V ' 7 +15 7 +20 69.7945 69.9090 19.34 16.62 Q Q V V 7 +25 70.0070 14.23 Q V 7 +30 70.0920 12.35 Q V ' 7 +35 70.1656 10.69 Q V 7 +40 70.2323 9.69 Q V 7 +45 70.2936 8.89 Q V 7 +50. 70.3484 7.96 Q V 7 +55 70.3962 6.94 Q V 8+ 0 70.4360 5.79 Q v 8+ 5 8 +10 70.4667 70.4892 4.44 3.28 Q Q V V 8 +15 70.5059 2.42 Q V 8 +20 70.5167 1.57 Q V 8 +25 70.5207 0.58 Q V ' 8 +30 70.5225 0.'26 Q V 8 +35 70.5235 0.14 Q V 8 +40 70.5239 0.07 Q V 8 +45 70.5241 0.02 Q V 8 +50 70.5241 0.00 Q V J 1 U n i t H y d r o g r a p h A-n a 1 y s i s 1 Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/19/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 24 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6 EXISTING AND'DEVELOPED CONDITIONS QUARRY AT LA QUINTA Area rainfall data: ---------------------------------------------------- Drainage Area = 356.00 Acres - - - - -- -- - - - - -- = 0.556 Sq. Mi. Length along longest watercourse = 11550.00 Ft. '. Length along longest watercourse measured to centroid = 5250.00 Ft. Length along longest watercourse = 2.188 Mi. Length along longest watercourse measured to centroid = 0:994 Mi. Difference in elevation = 1590.00 Ft. Rate Area% F Slope along watercourse = 726.8571 Ft. /Mi. (In /Hr) (Dec. %) (In /Hr) ' Average Manning's 'N' = 0.040 93.0 0.091 0.300 0.066 0.'971 Lag time = 0.369 Hr. 78.0 0.268 0.100 0.244 0.029 Lag time = 22.13 Min. Sum (F) = 25% of lag time = 5.53 Min. Area averaged mean soil loss (F) (In /Hr) = 0.072 40% of lag time = 8.85 Min. Minimum soil loss rate (In /Hr) = 0.036 Unit time = 15.00 Min. (for 24 hour storm duration) W Duration of storm = 24 Hour(s) - Soil low loss rate (decimal) = 0.900 Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 356.00 5.25 1869.00 '. Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.93 Adjusted average point rain = 5.246 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.'971 0.065 78.0 0.268 0.100 0.244 0.029 0.007 Sum (F) = 0.072 Area averaged mean soil loss (F) (In /Hr) = 0.072 Minimum soil loss rate (In /Hr) = 0.036 (for 24 hour storm duration) - Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- J U n i t H y d r o g r a p h Desert S -Curve -------------------------------------------------------------- - - - - -- L I Unit Time Pattern Storm Rain Loss rate(In. /Hr) J--------------------------------------------------------------------- Unit Hydrograph Data Percent '. Unit time period Time % of lag Distribution Unit Hydrograph 0.25 (hrs) --------------------------------------------------------------------- 0.042 0.126 Graph % cfs- hrs /in 1 0.250 67.780 7.249 26.0 i` 2 0.500 135.561 41.424 148.6 0.063 3 0.750 203.341 23.805 85.4 1.00 4 5 1.000 1.250 271.122 338.902 10.321 6.072 37.0 21.8 6 1.500 406.682 3.784 13.6 0.057 7 1.750 474.463 2.590 9.3 0.063 0.063 8 2.000 542.243 1.768 6.3 2.00 9 2.250 610.024 1.047 3.8 10 2.500 677.804 .0.768 2.8 0.076 11 2.750 745.585'. 0.725 2.6 0.084 12 3.000 813.365 0.448 1.6 2.75 0.50 0.105 Sum = 100.00 Sum= 358.8 L I Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25 0.20 0.042 0.126 0.038 0.00 2' 0.50 .0.30 0.063 0.125 0.057 0.01 0.75 0.30 0.063 0.123 0.057 0.01 '3 4 1.00 0.40 0.084 0.122 0.076 0.01 5 1.25 0.30 0.063 0.120 0.057 0.01 6 7 1.50 1.75 0.30 0.30 0.063 0.063 .0.119 0.118 0.057 0.057 0.01 0.01 8 2.00 0.40 0.084 0.116 0.076 0.01 9 2.25 0.40 0.084 0.115 0.076 0.01 10 2.50 0.40 0.084 0.113 0.076 0.01 11 2.75 0.50 0.105 0.112 0.094 0.01 12 3.00 0.50 0.105 0.111 0.094 0.01 13 3.25 0.50 0.105 0.109 0.094 0.01 14 3.50 0.50 0.105 0.108 0.094 0.01 15 3.75 0.50 0.105 0.107 0.094 0.01 16 4.00 0.60 0.126 0.105 - -- 0.02 17 4.25 0.60 0.126 0.104 - -- 0.02 18 4.50 0.70 0.147 0.103 - -- 0.04 19 4.75 0.70 0.147 0.101 - -- 0.05 '20 5.00 0.80 0.168 0.100 - -- 0.07 21 5.25 0.60 0.126_ 0.099 - -- 0.03 22 5.50 0.70 0.147 0.097 - -- 0.05 5.75 0.80 0.168 0.096 - -- 0.07 '23 24 6.00 0.80 0.168 0.095' - -- 0.07 25 6.25 0.90 0.189 0.094 - -- 0.10 26 6.50. 0.90 0.189 0.092 - -- 0.10 '27 6.75 •1.00 0.210 0.091 -__ 0.12 28 7.00 .1.00 0.210 . 0.090 - 0.12 29 7.25 1.00 0.210 0.089 - -- 0.12 7.50 1.10 0.231. 0.087 0.14 '30 31 7.75 1.20 0.252 0.086 ___ 0.17 2 8.00 1.30 0.273 0.085 - -- 0.19 33 8.25 1.50 0.315 0.084 __- 0.23 34 8.50 1.50 0.315 0.083 0.23 35 8.75 1.60 0.336 0.082 - -- 0.25 36 9.00 1.70 0.357 0.080 - -- 0.28 ' 37 9.25 1.90 0.399. 0.079 - -- 0.32 ' 3.8 9.50 -2.00 0.420 0.078 - -- 0.34 39 9.75 2.10 0.441 0.077 - -- 0.36 40 10.00 2.20 0.462 0.076 - -- 0.39 Al 10.25 1.50 0.315 0.075 - -- 0.24 .2 10.50 1.50 0.315 0.074 - -- 0.24 43 10.75 2.00 0.420. 0.073 - -- 0.35 44 11.00 2.00 0.420 0•.072 - -- 0.35 45 11.25. 1.90 0.399 0.071 - -- 0.33 .46 11.50 1.90 0.399 0.0.69 - -- 0.33 47 11.75 1.70 0.357 0.068 - -- 0.29 48 12.00 1.80 0.378 0.067 - -- 0.31 49 12.25 2.50 0.525 0.066 - -- 0.46 t 50 12.50 2.60 0.546 0.065 - -- 0.48 ; 51 12.75 2.80 0.588 0.064 - -- 0.52 52 13.00 2.90 0.609 0.063. - -- 0.55 53 13.25 3.40 0.714 0.063 - -- 0.65 54 13.50 3.40 0.714 0.062 - -- 0.65 55 13.75 2.30 0.483 0.061 - -- 0.42 14.00 2.30 0.483 0.060 ___ 0.42 '56 57 14.25 2.70 0.567 0.059 0.51 '58 14.50 2.60 0.546 0.058 - -- 0.49 59 14.75 2.60 0.546 0.057 - -- 0.49 60 15.00 2.50 0.525 0.056 - -- 0.47 61 15.25 2.40 0.504 0.055 - -- 0.45 62 15.50 2.30 0.483 0.054 - -- 0.43 15.75 1.90 0.399 0.054 - -- 0.35 t63 64 16.00 1.90 0.399 0.053 - -- 0.35 65 16.25 0.40 0.084 0.052 - -- 0.03 66 16.50 0.40 0.084 0.051 - -- 0.03 '.7 16.75 0.30 0.063 0.050 - -- 0.01 o8 17.00 0.30 0.063 0.050 - -- 0.01 69 17.25 0.50 0.105 0.049 - -- 0.06 70 17.50 0.50 0.105 0.048 - -- 0.06 7.1 17.75 0.50 0.105 0.047 - -- 0.06 72 18.00 0.40 0.084 0.047 - -- 0.04 73 18.25 0.40 0.084 0.046 - -- 0.04 t 74 18.50 0.40 0.084 0.045 - -- 0.04 75 18.75 0.30 0.063 0.045 - -- 0.02 76 77 19.00 19.25 0.20 0.30 0.042 0.063 0.044 0.038 0.043 - -- 0.00 0.02 78 19.50 0.40. 0.084 0.043 - -- 0.04- 79 19.75 0.30 0.063 0.042 - -- 0.02 80 20.00 0.20 0.042 0.042 - -- 0.00 81 20.25 0.30 0.063 0.041 - -- 0.02 82 20.50 0.30 0.063 0.041 - -- 0.02 83 20.75 0.30 0.063 0.040 - -- 0.02 84 21.00 0.20 0.042 0.040 - -- 0.00 85 21.25 0.30 0.063 0.039 - -- 0.02 86 21.50 0.20 0.042 0.039 0.00 87 21.75 0.30 0.063' ___ 0.038 0.02 88 22.00 0.20 0.042 0.038 0.00 89 22.25 0.30 0.063 0.038 - -- 0.03 '90 22.50 0.20 0.042 0.037 ___ 0.00 91 22.75 0.20 0.042 0.037 0.01 12 23.00 0.20 0.042 0.037 - -- 0.01 93 23.25 0.20 0.042 0.036 ___ 0.01 94 23.50 0.20 0.042 0.036 0.01 95 23.75 0.20 0.042 0.036 - -- 0.01 96 24.00 0.20 0.042 0.036 - -- 0.01 ' Sum = 100.0 Sum = 14.8 r it �I F� .1 Flood volume = Effective-rainfall 3.69 (in.) times area 356.0 (Ac.) /12 = 109.6 Acre Feet Total soil loss = 1.55 (In.) Total soil loss = 46.076 Acre Feet Total rainfall = 5.25(In.) Flood volume = Effective rainfall 3.69 (in.) times area 356.0000 (Ac.) times 43560/12 4772703.1 Cubic Feet Total soil loss = 2007049.6 Cubic Feet +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R.0 n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute•intervals (CFS) ------------------------------------------------------------------- Time(h+m) Volume(AF) Q(CFS) 0 75.0 150.0 225.0 300.0 0 +15 0.0023 0.11 Q 0 +30 0.0185 0.79 Q 0 +45 0.0486 1.46 Q 1+ 0 0.0868 1.85 Q 1 +15 0.1338 2.27 Q 1 +30 0.1801 2.24 Q 1 +45 0.2258 2.21 Q 2+ 0 0.2729 2.28 Q 2 +15 0.3266 2.60 Q 2 +30 0.3843 2.79 Q 2 +45 0.4449 2.93 Q 3+ 0 0.5131 3.30 Q 3 +15 0.5856 3.51 Q 3 +30 0.6600 3.60 Q 3 +45 0.7357 3.66 Q 4+ 0 0.8175 .3.96 Q 4 +15 0.9319 5:54 Q 4 +30 1.0809 7.21 Q 4 +45 1.3094 11.06 VQ 5+ 0 1.5990 14.02 VQ 5 +15 1.9582 17.39 V Q 5 +30 2.2573 14.47 VQ 5 +45 2..5904 16.12 V Q 6+ 0 3.0164 20.62 VQ 6 +15 3.5064 23.71 V Q 6 +30 4.0900 28.25 V Q 6 +45 4.7428 31.60 V Q 7+ 0 5.4925 36.29 V Q 7-+-15 6.3033 39.24 V Q 7 +30 7.1596 41.44 V Q 7 +45 8.1154 46.26, V Q 8+ 0 9.2024 52.61 V Q 8 +15 10.4459 60.19 V Q 8 +30 11.8943 70.10 V Q 8 +45 13.4709 76.31 V Q 9+ 0 15.1853 82.98 V Q 9 +15 17.0650 90.98 V Q 9 +30 19.1673 101.75 V Q 9 +45 21.4670 111.30 V Q 10+ 0 23.9447 119.92 V Q ' 10 +15 26.5043 123.89 Vi Q 10 +30 28.7064 106.58 V Q 10 +45 30.7606 99.42 V Q 11+ 0 33.0617 111.37 V Q 11 +15 35.4968 117.86 V Q 11 +30 37.9270 117.62 V Q 11 +45 40.3330 116.45 VQ 12+ 0 42.6286 111.11 QV 12 +15 45.0035 114.94 QV 12 +30 47.8546 137.99 VQ 12 +45 51.0534 154.82 V Q 13+ 0 54.5451 169.00 VI Q 13 +15 58.3231 182.85 V Q 13 +30 62.5511 204.64 V Q 13 +45 66.9148 211.20 V Q 14+ 0 70.6999 183.20 QV 14 +15 74.2040 169.60 Q V 14 +30 77.8336 175.67 Q V +45 81.4856 176.76 Q V !14 15+ 0 85.1193 175.87 Q V 15 +15 88.6735 172.02 Q V 15 +30 92.1137 166.51 Q V 15 +45 95.3964 158.88 Q V 16+ 0 98.3624 143.55 Q V 16 +15 100.9773 126.56 Q V '16 +30 102.5435 75.81 Q V 16 +45 103.5019 46.39 Q V 17+ 0 104.1306 30.43 Q V 17 +15 104.5866 22.07 Q V, 17 +30 105.0577 22.81 Q V 17 +45 105.5291 22.82 Q V 18+ 0 105.9731 21.49 Q V 18 +15 106.3431 17.91 Q V 18 +30 106.6697 15.81 Q V 18 +45 106.9636 14.22 Q V 0 107.1745 10.21 Q V '19+ 19 +15 107.3124 6.67 Q V 19 +30 107.4670 7.49 Q V 19 +45 20+ 0 107.6842 107. 8657 10.51 8.78 Q IQ V V 20 +15 107.9747 5.28 Q V 20 +30 108.1061 6.36 Q V 20 +45 108.2577 7.33 Q V 21+ 0 108.4062 7.19 Q V 21 +15 108.5069 4.87 Q V 21 +30 108.6274 5.83 Q V 21 +45 108.7203 4.50 Q V 22+ 0 108.8409 5.84 Q V 22 +15 108.9361 4.60 Q V t22 +30 109.0582 5.91 Q V 22 +45 109.1449 4.20 Q V 23+ 0 109.2074 3.03 Q V +15 109.2616 2.62 Q V '23 23 +30 109.3115 2.42 Q V 23 +45 109.3596 2.33 Q V 0 109.4072 2.30 Q V '24+ 24 +15 109.4508 2.11 Q V 24 +30 109.4752 1.18 Q V 24 +45 109.4883 0.63 Q V ' 25+ 0 109.4965 0.40 Q Vj t 1 1 V V' V V V 'V V 25 +15 109.5.013 0.24 Q 25 +30 109.5045 0.16 Q 25 +45 109.5066 0.10 Q 26+ 0 109.5080 0.06 Q 26 +15 109.5089 0.04 Q +30 109.5094 0.03 Q i26 26 +45 109.5096 0.01 Q t 1 1 V V' V V V 'V V 1 U n i.t H y d r o g r a p h A n a l y s i s 1 Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/27/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 3 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6.1 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA ' Drainage Area = 380.00 Acres = 0.594 Sq. Mi. Length along longest watercourse = 11900.00 Ft. Length along longest watercourse measured to centroid = 5550.00 Ft. ' Length along longest watercourse = 2.254 Mi. Length along longest watercourse measured to centroid = 1. 0.51 Mi. Difference in elevation = 1615.00 Ft. Slope along watercourse = 716.5714 Ft. /Mi. ' Average Manning's 'N' = 0.038 Lag time = 0.367 Hr. Lag time = 22.01 Min. 25% of lag time = 5.50 Min. 40% of lag time = 8.80 Min. Unit time = 5.00 Min. 1 Duration of storm = 3 Hour(s) Area rainfall data: Area(Acres)[1] Rainf all (In.)[2] Wei.ghting[1 *2] 380.00 2.19 832.20 . Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.83 % Adjusted average point rain =. 2.186•(In.) ' RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 78.0 0.268 0.100 0.244 0.913 0.039 0.061 0.010 32.0. 0.742 0.500 0.408 0.047 0.019 Sum (F) _ 0.090 Area averaged mean soil loss (F) (In /Hr) = 0.090 Minimum soil loss rate (In /Hr) = 0.045 (for 24 hour storm duration) ' Soil low loss rate (decimal)-_---0_900- ---------------------- - - - - -- ------------------------------ ' U n i t H y d r o g r a p h Desert S -Curve , -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % cfs- hrs /in --- -i - - -0 - - - -22 - - - - -1 4- 5--- - - - - -- 083----- 722----- 184-------------- 2 0.167 45.443 4.400 16.9 3 0.250 68.165 9.681 37.1 4 0.333 90.886 19.682 75.4 5 0.417 113.608 15.999 61.3 6 0.500 136.329 10.139 38.8 7 0.583 159.051 6.761 25.9 8 0.667 181.772 5.202 19.9 9 0.750 204.494 4.077 15.6 10 0.833 227.216 3.266 12.5 11 0.917 249.937 2.676 10.2 12 1.000 272.659 2.318 8.9 13 1.083 295.380 2.035 7.8 ' 14 1.167 318.102 1.675 6.4 15 1.250 340.823 1.351 5.2 16 1.333 363.545 1.244 4.8 17 1.417 386.267 1.094 4.2 18 1.500 408.988 0.994 3.8 19 1.583 431.710 0.814 3.1 20 1.667 454.431 0.769 2.9 21 1.750 477.153 0.650 2.5 22 1.833 499.874 0.591 2.3 23 1.917 522.596 0.501 1.9 24 2.000 545.317 0.409 1.6 25 2.083 568.039 0.352 1.3 26 2.167 590.761 0.231 0.9 27 2.250 613.482 0.235 0.9 28 2.333 636.204 0.269 1.0 29 2.417 658.925 0.273 1.0 30 2.500 681.647 0.273 1.0 31 2.583 704.368 0.270 1.0 32 2.667 727.090 0.185 0.7 33 2.750 749.812 0.142 0.5 34 2.833 772.533 0.142 0.5.'.. 35 2.917 795.255 0.118 0.5 Sum = 100.00 Sum= 383.0 ---------------------------------------------------------------------- Time Pattern Storm Rain Loss rate(In. /Hr) Effective 'Unit (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.08 1.30 0.341 0.090 - -- 0.25 2 3 0.17 0.25' 1.30 1.10 0.341 0.289 0.090 0.090 - -- 0.25 0.20 4 0.33 1.50 0.394. 0.090 ___ 0.30 5 0..42 1.50 0.394 0.090 - -- 0.30 6 0.50 1.80 0.472 0.090 - -- 0.38 7 0.58 1.50 0.394 0.090 - -- 0.30 ' 8 0.67 1.80 0.472 0.090 - -- 0.38 0.75 1.80 0.472 0.090 0.38 '9 10 0.83 1.50 0.394 0.090 ___ 0.30 11 0.92 1.60 0.420 0.090 - - -. 0.33. 12 1.00 1.80 0.472 0.090 - -- 0.38 1:13 1.08 2.20 0.577 0.090 - -- 0.49 ' Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 0+ 5 0.0079 1.14 Q 14 1.17 -- 2.20 0.577 0.090 - -- 0.49 15 1.25 2.20 0.577 0.090 - -- 0.49 '16 1.33 2.00 0.525 0.090 0 +20 0.44 33.01 17 1.42 2.60 0.682 0.090 ___ 0.59 0.7040 8 1.50 2.70 0.708 0.090 - -- 0.62 1 19 1.58 2.40 0.630 0.090 0.54 20 1.67 2.70 0..708 0.090 =__ 0.62 21 1.75 3.30 0.866 0.090 - -- 0.78 22 1.83 3.10 0.813 0.090 - -- 0.72 23 1.92 2.90 0.761 0.090 - -- 0.67 3.4759 24 2.00 3.00 0.787 0.090 - -- 0.70 25 2.08 3.10 0.813 0.090 - -- 0.72 26 2.17 4.20 1.102 0.090 - -- 1.01 Q 27 2.25 5.00 1.312 0.090 - -- 1.22 28 2.33 3.50 0.918 0.090 - -- 0.83 6.5482 29 2.42 6.80 1.784 0.090 - -- 1.69 30 2.50 7.30 1.915 0.090 - -- 1.83 31 2.58 8.20 2.151 0.090 - -- 2.06 Q 2.67 5.90 1.548 0.090 - -- 1.46 '32 33 2.75 2.00 0.525 0.090 - -- 0.44 34 2.83 1.80 0.472 0.090 - -- 0.38 ' 35 36 2.92 3.00 1.80 0.60 0.472 0.157 0.090 0.090 - -- - -- 0.38 0.07 Sum = 100.0 Sum = 23.0 Flood volume = Effective rainfall 1.92 (in.) times area 380.0 (Ac.) /12 = 60.7 Acre Feet Total soil loss = 0.27 (In.) Total soil loss = 8.512 Acre Feet Total rainfall = 2.19(In.) ' Flood volume = Effective rainfall 1.92 (in.) times area 380.0000 (Ac.) times 43560/12 = 2645062.0 Cubic Feet Total -------------------------------------------------------------------- soil loss = 370801.8 Cubic Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ' Hydrograph in 5 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) -------------------------------=--------------------------------------- Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 0+ 5 0.0079 1.14 Q 0 +10 0.0449 5.38 Q 0 +15 0.1445 14.46 Q 0 +20 0.3718 33.01 V Q 0 +25 0.7040 48.24 V Q 0 +30 1.1055 58.30 V Q 0 +35 1.5909 70.47 V Q 0 +40 2.1544 81.82 V Q 0 +45 2.7936 92.81 V Q 0 +50 3.4759 99.07 V Q 0 +55 4.2051 105.88 V Q 1+ 0 4.9673 110.66 V Q 1+ 5 5.7413 112.38 V Q 1 +10 6.5482 117.17 V Q 1 +15 7.4210 126.72 V Q 1 +20 8.3805 139.32 V Q J I� 1 +25 9.4070 149.06 V Qj 1 +30 10.4854 156.58 V Q 1 +35 11.6107 163.39 V Q 1 +40 12.8227 175.97 V 1 +45 14.1166 187.88 V IQ Q 1 +50 15.4679 196.21 V Q 1 +55 16.9027 208.33 V Q 2+ 0 18.4466 224.17 V Q 2+ 5 20.0546 233.49 V Q 2 +10 21.6990 238.76 VQ 2 +15 23.4159 249.30 VQ 2 +20 25.2594 267.67 VQ 2 +25 27.3216 299.43 VQ 2 +30 29.6443 337.26 V Q 2 +35 32.1924 369.97 V Q 2 +40 35.1913. 435.45 V Q 2 +45 38.5691 490.46 V Q 2 +50 42.0844 510.42 V Q 2 +55 45.3123 468.68 V Q 3+ 0 47.9416 381.79 Q V 3+ 5 50.0716 309.27 Q V 3 +10 51.8382 256.51 Q V 3 +15 53.2479 204.70 Q V 3 +20 .54.3610 161.61 Q V 3 +25 55.2673 131.59 Q V 3 ±30 56.0279 110.44 Q V 3 +35 56.6727 93.63 Q V' 3 +40 57.2225 79.83 Q V 3 +45 57.6935 68.39 Q V 3 +50 58.1039 59.60 Q V 3 +55 58.4629 52.12 Q V 4+ 0 58.7767 45.55 Q V 4+ 5 59.0494 39.61 Q V 4 +10 59.2884 34.70 Q V 4 +15 59.4974 30.35 Q V 4 +20 59.6776 26.15 Q V 4 +25 59.8334 22.63 Q V 4 +30 59.9668 19.37 Q V 4 +35 60.0811 16.59 Q V 4 +40, 60.1802 14.40 Q V 4 +45 60.2683 12.79 Q V 4 +50 60.3491 11.72 Q V 4 +55 60.4234 10.79 Q V 5+ 0 60.4892 9.56 Q V' 5± 5 60.5452 8.12 Q V' 5 +10 60.5904 6.56 Q V 5 +15 60.6264 5.23 Q V 5 +20 60.6533 3.91 Q V 5 +25 60.6719 2.70 Q V 5 +30 60.6818 1.44 Q V 5 +35 60.6864 0.66 Q V 5 +40 60.6893 0.42 Q V 5 +45 60.6907 0.21 Q V 5 +50 -------------------------------------------------------------- 60.6909 0.03 Q V - - - - -- 1 U n i t H.y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 ' Study date 04/27/93 ++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +.+ + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method ' RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 6 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6.1 ' EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA ' -------------------------------------------------------------------- Drainage Area = 380.00 Acres = 0.594 Sq. Mi. 2.810 (In.) Length along longest watercourse = 11900.00 Ft. factor = 99.87 Length along longest watercourse measured to centroid = 5550.00.Ft. average Length along longest watercourse = 2.254 Mi. ' Length along longest watercourse measured to centroid = 1.051 Mi. Adj. Infil. Difference in elevation = 1615.00 Ft. (Dec. %) Slope along watercourse = 716.5714 Ft. /Mi. 0.091 Average Manning's 'N' = 0.038 0.066 78.0 Lag time = 0.367 Hr. 0.100, 0.244 Lag time = 22.01 Min. 0.742 ' 25% of lag'time = 5.50 Min. 40% of lag time = 8.80 Min. Unit.time = 5.00 Min. Duration of storm = 6 Hour(s) Area rainfall data: Area (Acres) 1 ( )[ ] Rainfall(In.)[2] Weighting[1 2] 380.00 2.81 1067.80 1 1 1 Point rain (area averaged). = 2.810 (In.) Areal adjustment factor = 99.87 % Adjusted average point rain = 2.806 (In.) RI Infil. rate Impervious Adj. Infil. (In /Hr) (Dec. %) (In /Hr) 93.0 0.091 0.300 0.066 78.0 0.268 0.100, 0.244 32.0 0.742 0.500 0.408 Rate..Area% F (Dec.) (In /Hr) .0.913 0.061 0.'039 0.010 0.047 0.019 Sum (F) = 0.090 Area averaged mean soil loss (F) (In /Hr) = 0.090 Minimum soil loss rate (In /Hr) = 0.045 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h Desert S- Curve, -------------------------------------------------------------------- Unit Hydrograph Data 1 Unit time period Time % of lag Distribution Unit H dro y graph (hrs) Graph % cfs- hrs /in ---- --------------------------------------------------- ------- 4 5 1---0.083 22.722 1.184 " 2 0.167 45.443 4.400 16.9 3 0.250 68.165 9.681 37.1 4 0.333 90.886 19.682 75.4 5 0.417 113.608 15.999 61.3 6 0.500 136.329 10.139 38.8 7 0.583 159.051 6.761 25.9 8 0.667 181.772 5.202 19.9 9 0.750 204.494 4.077 15.6 10 0:833 227.216 3.266 12.5 11 0.917 249.937 2.676 10.2 12 1.000 272.659 2.318 8,9 13 1.083 295.380 2.035 7.8 ' 14 .1.167 318.102 1.675 6.4 15 1.250 340.823 1.351 5.2 16 1.333 363.545 1.244 4.8 17 1.417 386.267 1.094 4.2 18 1.500 408.988 0.994 .3.8 19 1.583 431.710 0.814 3.1 20 1.667 454.431 0.769 2.9 21 1.750 477.153 0.650 2.5 22 1.833 499.874 0.591 2.3 23 1.917 522.596 0.501 1.9 24 2.000 545.317 0.409 1.6 ,. 25 2.083 568.039 .0.352 1.3 26 2.167 590.761 0.231 0.9 27 2.250 613.482 0.235 0.9 28 2.333 636.204 0.269 1.0 29 2.417 658.925 0.273 1.'0 30 2.500 681.647 0.273 1.0 ' 31 2.583 704.368 0.270 1.0 32 2.667 727.090 0.185 0.7 33 2.750 749.812 0.142 0.5 34 2.833 772.533 06142 0.5 35 2.917 795.255 0.118 0.5 Sum = 100.00 Sum= 383.0 ---------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) . Effective (Hr.) Percent (in. /hr.) Max Low -(in. /hr.) 1 0.08 0.50 0.168 0.090 - -- 0.08 ' 2 3 0.17 0.25 0.60 0.60 0.202 0.202 0,090 0.090 - -- - -- 0.11 0.11 4 0.33 0.60 0.202 0.090 - -- 0.11 5- 0.42 0.60 0.202 0.090 - -- 0.11 6 0.50 0.70 0.236 0.090 0.15 7 0.58 0.70 0.236 0.090 0.15 8 0.67 0.70 0.236 0.090 - -- 0.15 0.75 0.70 0.236 0.090 0.15 '9 10 0.83 0.70 0.236 0.090 ___ 0.15 11 0.92 0.70 0.236 0.090 - -- 0.15 12 1,00 0.80 0,269 0,090 - -- 0.18 13 1.08 0.80 0.269 0.090 - -- 0.18 19 1.58 0.80 0.269 0.090 - -- 0.18 20 1.67 0.80 0.269 0.090 - -- 0.18 21 1.75 0.80 0.269 0.090 - -- 0.18 22 1.83 0.80 0.269 0.090 - -- 0.18 '32 14 1.17 0.80 0.269 0.090 - -- 0.18 - =24 15 1.25 0.80 0.269 0.090 - -- 0.18 16 1.33 0.80 0.269 0.090 - -- 0.18 °26 17 1.42 0.80 0.269 0.090 - -- 0.18 _!27 8 1.50 0.80 0.269 0.090 - -- 0.18 19 1.58 0.80 0.269 0.090 - -- 0.18 20 1.67 0.80 0.269 0.090 - -- 0.18 21 1.75 0.80 0.269 0.090 - -- 0.18 29 2.42 0.90 0.303 0.090 - -- 0.21 30 2.50 0.90 0.303 0.090 - -- 0.21 31 2.58 0.90 0.303 .0.090 - -- 0.21 22 1.83 0.80 0.269 0.090 - -- 0.18 '32 23 1.92 0.80 0.269 0.090 - -- 0.18 - =24 34 2.00 0.90 0.303 0.090 - -- 0.21 25 2.08 0.80 0.269 0.090 - -- 0.18 °26 37 2.17 0.90 0.303 0.090 - -- 0.21 _!27 38 2.25 0.90 0.303 0.090 - -- 0.21 28 2.33 0.90 0.303 0.090 - -- 0.21 29 2.42 0.90 0.303 0.090 - -- 0.21 30 2.50 0.90 0.303 0.090 - -- 0.21 31 2.58 0.90 0.303 .0.090 - -- 0.21 49 4.08 1.70 0.572 0.090 ___ 0.48 50 4.17 1.80 0.606 0.090 0.52 51 4.25 1.90 0.640 0.090 - -- 0.55 2.67 0.90 0.303 0.090 0.21 '32 33 2.75 1.00 0.337 __= 0.090 0.25 34 2.83 1.00 0.337 0.090 - -- 0.25 35 36 2.92 3.00 1.00 1.00 0.337 0.337 0.090 - -- 0.090 - -- 0.25 0.25 37 3.08 1.00 0.337 0.090 - -- 0.25 38 3.17 1.10 0.370 0.090 - -- 0.28 39 3.25 1.10 0.370 0.090 - -- 0.28 40 3.33 1.10 0.370 0.090 - -- 0.28 41 3.42 1.20 0.404 0.090 - -- 0.31 r 61 3.50 1.30 0.438 0.090 - -- 0.35 j42 3 3.58 1.40 0.471 0.090 - -- 0.38 �4 3.67 1.40 0.471 0.090 - -- 0.38 45 3.75 1.50 0.505 0.090 - -- 0.42 46 3.83 1.50 0.505 0.090 - -- 0.42 47 3.92 1.60 0.539 0.090 - -- 0.45 48 4.00 1.60 0.539 0.090 - -- 0.45 49 4.08 1.70 0.572 0.090 ___ 0.48 50 4.17 1.80 0.606 0.090 0.52 51 4.25 1.90 0.640 0.090 - -- 0.55 4.33 2.00 0.674 0.090 - -- 0.58 �52 . 53 4.42 2.10 0.707 0.090 - -- 0.6.2 54 4.50 2.10 0.707 0.090 - -- 0.62 55 4.58 2.20 0.741 0.090 - -- 0.65 56 4.67 2.30 0.775 0.090 0.68 57 4.75 2.40 0.808 ___ 0:090 0.72 58 4.83 2.40 0.808 0.090 - -- 0.72 59 4.92 2.50 0.842 0.090 - -- 0.75 60 5.00 2.60 0.876 0.090 - -- 0.79 61 5.08 3.10 1.044 0.090 - -- 0.95 62 63 5.17 5.25 3.60 3.90 1.212 1.313 0.090 - -- 0.090 - -- 1.12 1.22 64 5.33 4.20 1.414 0.090 - -- 1.32 65 5.42 4.70 1.583 0.090 - -- 1.49 66 5.50 5.60 1.886 0.090 - -- 1.80 67 5.58 1.90 0.640 0.090 - -- 0.55 8• 5.67 0.90 0.303 0.090 - -- 0.21 69 5.75 0.60 0.202 0.090 - -- 0.11 70 5.83 0.50 0.168 0.090 - -- 0.08 = 71 5.92 0.30 0.101 0.090 - -- 0.01 1 72 6.00 Sum = 0.20 100.0 0.067 0.090 0.061 Sum = 0.01 27.3 time svolume = Effective rainfall 2.27 (in.) area 380.0 (Ac.) /12 = 71.9 Acre Feet soil loss = 0.54 (In.) soil loss = 16.948 Acre Feet rainfall = 2 . 81 (In..). volume = Effective rainfall 2.27 (in.) �i area 380.0000 (Ac.) times 43560/12 3132779.4 Cubic Feet Total',soil loss = 738271.4 Cubic Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ Flood + + + + + + + + + + + ++ times Total Total H O U R Total O R M Flood R time svolume = Effective rainfall 2.27 (in.) area 380.0 (Ac.) /12 = 71.9 Acre Feet soil loss = 0.54 (In.) soil loss = 16.948 Acre Feet rainfall = 2 . 81 (In..). volume = Effective rainfall 2.27 (in.) �i area 380.0000 (Ac.) times 43560/12 3132779.4 Cubic Feet Total',soil loss = 738271.4 Cubic Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m). Volume(AF) Q(CFS) 0 125.0 250.0 375.0 500.0 0+ 5 0.0025 0.36 Q 0 +10 0.0151 1.84 Q 0 +15 0.0518 5.33 Q 0 +20 0.1380 12.51 VQ 0 +25 0.2748 19.88 VQ 0 +30 0.4481 25.15 V Q 0 +35 0.6482 29.07 V Q 0 +40 0.8738 32.76 V Q 0 +45 1.1300 37.20 V Q 0 +50 1.4108 40.77 V Q 0 +55 1.7090 43.31 V Q 1+ 0 2.0215 45.37 V Q 1+ 5 2.3488 47.53 V Q 1 +10 2.6937 50.07 V Q 1 +15 3.0632 53.65 V Q 1 +20 3.4530 56.61 V Q 1 +25 3.8573 58.71 V Q 1 +30 4.2725 60.28 V Q 1 +35 4.6964 61.54 V Q 1 +40 5.1273 62.58 V Q 1 +45 5.5644 63.46 V Q 1 +50 6.0066 64.20 V Q 1 +55 6.4532 64.86 V Q 2+ 0 6.9048 65.57 V Q 2+ 5 7.3625 66.46 VQ 2 +10 7.8285. 67.66 VQ 2 +15 8.3096 69.86 VQ 2 +20 8.7982 70.95 VQ 2 +25 9.3012 73.03 Q 2 +30 9.8172 7.4.92 Q 2 +35 10.3425 76.28 VQ 2 +40 10.8742 77.21 Q 2 +45 11.4121 78.10 Q 2 +50 11.9582 79.28 Q 2 +55 12.5163 81.05 Q 3+ 0 13.0948 83.99 QV 3+ 5 13.6896 86.36 QV 3 +10 14.2962 88.09 Q 3 +15 14.9146 89.78 QV 3 +20 15.5476 91.91 QV 3 +50 19.9691 122.42 3 +55 20.8556 128.72 4+ 0 21.7870 135.24 4+ 5 22.7598 141.25 ' 3 +25, -- 16.2039 95.31 -- 3 +30 16.8835 98.67 3 +35 17.5889 102.43 3 +40 18.3332 108.07 V Q 3 +45 19.1260 115.11 3 +50 19.9691 122.42 3 +55 20.8556 128.72 4+ 0 21.7870 135.24 4 +40 31.0885 200.83 4 +45 32.5312 209.49 4 +50 34.0.376 218.72 4+ 5 22.7598 141.25 ' 4 +10 23.7782 147.87 -- 4 +15 24.8417 154.42 4 +20 25.9594 162.28 4 +25 27.1400 171.43 V Q 4 +30 28.3885 181.28 4 +35 29.7053 191.20 4 +40 31.0885 200.83 4 +45 32.5312 209.49 4 +50 34.0.376 218.72 5 +30 49.6956 375.94 5 +35 52.5156 409.46 5 +40 55.4861 431.31 4 +55 35.6111 228.48 ' 5+ 0 37.2515 238.19 �., 5+ 5 38.9565 247.56 5 +10 5 +15 40.7469 42.6615 259.97 278.01 5 +20 44.7668 305.68 V Q 5 +25 47.1065 339.73 5 +30 49.6956 375.94 5 +35 52.5156 409.46 5 +40 55.4861 431.31 6 +20 67.8185 95.86 11 6+25 68.3810 81.68 6 +30 68.8634 70.05 6 +35 5 +45 58.4260 426.88 69.6331 5 +50 60.8708 354.98 �., 5 +55, 62.7569 273.85 6+ 0 64.2275 213.54 6+ 5 .65.4112 171.87 V Q 6 +10 66.3699 139.20 6 +15 67.1583 114.47 6 +20 67.8185 95.86 11 6+25 68.3810 81.68 6 +30 68.8634 70.05 6 +35 69.2767 60.01 6 +40 69.6331 51.76 6 +45 69.9457 45.39 6 +50 70.2194 39.73 6 +55 70.4589 34.77 7+ 0 70.6669 30.20 7+ 5 70.8491' 26.46 1 7 +45 71.6530 9.13 7 +50 71.7091 8.1'5 7 +55 71.7577 7.06 7 +10 71.0067 22.88 ' 7 +15 71.1429 19.77 7 +20 71.2595 16.93 7 +25 71.3596 14.53 7 +30 71.4462 12.58 V Q 7 +35 71.5215 10.93 7 +40 71.5901 9.96 1 7 +45 71.6530 9.13 7 +50 71.7091 8.1'5 7 +55 71.7577 7.06 Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q Q Q V Q V QV Q V QV QIV QV Q V QV Q V QV Q V Q V QV QV QV Q V QV QV QV QIV Q V QV 8+ 0 71.7977 5.81 ' 8+ 5 71.8278 4.36 8 +10 71.8499 3.21 8 +15 71.8659 2.32 8 +20 71.8755 1.40 Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q Q Q V Q V QV Q V QV QIV QV Q V QV Q V QV Q V Q V QV QV QV Q V QV QV QV QIV Q V QV Q Q VVQ V V V V V V V V V V V V V V e, V V V V V V V V V V V V V V V Q VQ V Q VI V Q Q Q Q Q Q Q Q VVQ V V V V V V V V V V V V V V e, V V V V V V V V V V V V V V V ' 8 +25 71.8790 0.50 Q 8 +30 71.8805) 0.22 Q 8 +35 71.8812 0.10 Q 8 +40 71.8815 0.05 Q 8 +45 71.8816 0.01 Q ----------------------------------------------- 8 +50 71.8816 0.00 - - - - -- I 1 V V V V V V 1. 1: t U n i t H y d r o g.r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/27/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ----------------------'-------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 24 -HR HYDROGRAPH FOR AREA "H" AT C.P. NO. 6.1 EXISTING AND DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 380.00 Acres = 0.594 Sq. Mi. Length along longest watercourse = 11900.00 Ft. Length along longest watercourse measured to centroid = 5550.00 Ft. Length along longest watercourse = 2.254 Mi. Length along longest watercourse measured to centroid = 1.051 Mi. Difference in elevation = 1615.00 Ft: Slope along watercourse = 716.5714 Ft. /Mi. Average Manning's 'N' = 0.038 Lag time = 0.367 Hr. point rain = Lag time = 22.01 Min. 25% of lag time = 5.50 Min. Impervious 40% of lag time = 8.80 Min. Rate Area% Unit time = 15.00 Min. (Dec. %) Duration of storm = 24 Hour(s) (Dec.) Area rainfall data: Area (Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 380.00 5.25 1995.00 Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.93 Adjusted average point rain = 5.246 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% (In /Hr) (Dec. %) (In /Hr) (Dec.) 93.0 0.091 0.300 0.066 0.913 78.0 0.268 0.100 0.244 0.039 32.0 0.742 0.500 0.408 0.047 Sum (F) _ Area averaged mean soil loss (F) (In /Hr) = 0.090 Minimum soil loss rate (In /Hr) = 0.045 (for 24 hour storm duration) Soil low loss rate --------------------------=------------------------ (decimal) = 0.900 - - - - -- ' U n i t H y d r o g r a p h Desert S -Curve F (In /Hr) 0.061 0.010 0.019 0.090 ----------------------------------------------- - - - - - - - - - - - - - - - - - - - - Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % cfs- hrs /in 1 0.250 68.165 7.344 2 0.500 136.329 41.648 159.5 3 0.750 204.494 23.680 90.7 4 1.000 272.659 10.274 39.3 ... 5 1.250 340.823 6.040 23.1 6 1.500 40.8.988 3.764 14.4 7 1.750 477.153 2.570 9.8 8 2.000 545.317 1.750 6,7 9 2.250 613.482 1.024 3,9 10 2.500 681.647 0.775 3.0 11 2.750 749.812 0.713 2.7 12 3.000 817.976 0.416 1.6 Sum 10000 Sum 383.0 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25 0.20 0.042 0.158 0.038 0.00 2 0.50 0.30 0.063 0.156 0.057 0.01 3 0.75 0.30 0.063 0.155 0.057 0.01 4 1.00 0.40 0.084 0.153 0.076 0.01 5 1.25 0.30 0.063 0.151 0.057 0.01 6 1.50 0.30 0.063 0.149 0.057 0.01 „• 7 1.75 0.30 0.063 0.147 0.057 0.01 8 2.00 0.40 0.084 0.146 0.076 0.01 '9 2.25 0.40 0.084 0.144 0.076 0.01 10 2.50 0.40 0.084 0.142 0.076 0.01 11 2.75 0.50 0.105 0.140 0.094 0.01 12 3.00 0.50 0.105 0.139 0.094 0.01 13 3.25 0.50 0.105 0.137 0.094 0.01 14 3.50 0.50 0.105 0.135 0.094 0.01 '15 16 3.75 4.00 0.50 0.60 0.105 0.126 0.134 0.132 0.094 0.113 0.01 0.01 17 4.25 0.60 0.126 0.130 0.113 0.01 18 4.50 0.70 0.147 0..129 - -- 0.02 '19 4.75 0.70 0.147 0.127 0.02 20 5.00 0.80 0.168 0.125 ___ 0.*04 " 21 5.25 0.60 0.126 0.124 - -- 0.00 5.50 0.70 0.147 0.122 - -- 0.02 '22 5.75 0.80 0.168 0.120 0.05 24 6.00 0.80 0.168 0.119 ___ , 0.05 25 6.25 0.90 0.189 0.117 - -- 0.07 26 6.50 0.90 0.189 0.116 - -- 0.07 27 6.75 1.00 0.210 0.114 - -- 0.10 28 7.00 1.00 0.210 0.113 - -- 0.10 '29 7.25 1.00 0.210 0.111 - -- 0.10 30 7.50 1.10 0.231 0.110 - -- 0.12 1 7.75 1.20 0.252 .0.108 - -- 0.14 32 8.00 1.30 0.273 0.107 - -- 0.17 33 8.25 1.50 0.315 0.105 - -- 0.21 34 8.50 1.50 0.315 0.104 - -- 0.21 35 8.75 1.60 0.336 0.102 - -- 0.23 ' 36 9.00 1.70 0.357 0.101 - -- 0.26 37 9.25 1.90 0.399 0.099 - -- 0.30 38 9.50 2.00 0.420 0.098 - -- 0.32 39 9.75 2.10 0.441 0.096 0.34 .40 10.00 2.,20 0.462 0.095 ___ 0.37 1 10.25 1.50 0.315 0.094 - -- 0.22 10.50 1.50 0.315 0.092 ___ 0.22 '42 43 10.75 2.00 0.420 0.091 0.33 44 11.00 2.00 0.420 0.090 - -- 0.33 45 11.25 1.90 0.399 0.088 - -- 0.31 46 11.50 1.90 0.399 0.087 - -- 0.31 47 11.75 1.70 0.357 0.086 - -- 0.27 48 12.00 1.80 0.378 0.084 - -- 0.29 49 12.25 2.50 0.525 0.083 - -- 0.44 50 12.50 2.60 0.546 0.082 - -- 0.46 51 12.75 2.80 0.588 0.081 --- 0.51 52 13.00 2.90 0.609 0.080 - -- 0.53 53 13.25 3.40 0.713 0.078 - -- 0.64 54 13.50 3.40 0.713 0.077 - -- 0.64 13.75 2.30 0.483 0.076 - -- 0.41 '55 56 14.00 2.30 0.483 0.075 - -- 0.41 57 14.25 2.70 0.567 0.074 - -- 0.49 58 14.50 2.60 0.546 0.073 - -- 0.47 59 14.75 2.60 0.546 0.071 ___ 0.47 60 15.00 2.50 0.525 0.070 0.45 61 15.25 2.40 0.504 0.069 - -- 0.43 62 15.50 2.30 0.483 0.068 ___ 0.41 63 15.75 1.90 0.399 0.067 0.33 64 16.00 1.90 0.399 0.066 - -- 0.33 16.25 0.40 0.084 0.065 ___ 0.02 I65 -6 16.50 0.40 0.084 0.064 0.02 o7 16.75 0.30 0.063 0.063 0.057 0.01 68 17.00 0.30 0.063 0.062 - -- 0.00 69 17.25 0.50 0.105 0.061 ___ 0".04 70 17.50 0.50 0.105 0.060 0.04 71 17.75 0.50 0.105 0.059 - -- 0.05 72 18.00 0.40 0.084 0.059 - -- 0.03 73 18.25 0.40 0.084 0.058 - -- 0.03 74 18.50 0.40 0.084 0.057 - -- 0.03. 75 18.75 0.30 0.063 0.056 - -- 0.01 76 19.00 0.20 0.042 0.055 0.038 0.00 77 19.25 0.30 0.063 0.054 - -- 0.01 78 19.50 0.40 0.084 .0.054 - -- 0.03 79 19,75 0.30 0.063 0.053 - -- 0.01 80 20.00 0.20 0.042 0.052 0.038 0.00 " 81 20.25 0.30 0.063 0.052 - -- 0.01 20.50 0.30 0.063 0.051 - -- 0.01 '82 83 20.75 0.30 0.063 0.050 - -- 0.01 84 21.00 0.20 0.042 0.050 0.038 0.00 21.25 0.30 0.063 0.049 - -- 0.01 '85 86 21.50 0.20 0.042 0.049 0.038 0.00 87 21.75 0.30 0.063 0.048 0.01 88 22.00 0.20 0.042 0.047 0.038 0.00 89 22.25 0.30 0.063 0.047 - -- 0.02 90 22.50 0.20 0.042 0.047 0.038 0.00 1 22.75 0.20 0.042 0.046 0.038 0.00 92 23.00 0.20 0.042 0.046 0.038 0.00 93 23.25 0.20 0.042 0.045 0.038 0.00 94 23.50 0.20 0.042 0.045 0.038 0.00 95 23.75 0.20 0.042 0.045 0.038 0.00 1 96 24.00 0.20 0.042 0.045 0.038 0.00 tSum 0.0024 0.12 Q 0 +30 = 100.0 Q Sum = 13.6 0 +45 Flood volume = Effective rainfall 3.41 (in.) 1+ 0 times area 380.0 (Ac.) /12 = 107.9 Acre Feet 1 +15 Total soil loss = 1.84 (In.) 1 +30 Total soil loss = 58.226 Acre Feet 1 +45 Total rainfall = 5.25(In.) 2+ 0 Flood volume = Effective rainfall 3.41 (in.) 2 +15 times area, 380.0000 (Ac.).times 43560/12 2 +30 = Total 4700156.4 soil loss Cubic Feet = 2536318.8 Cubic Feet �.: -------------------------------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals (CFS) -------------------------------------------------------------- - - -� -- Time(h +m) Volume(AF) Q(CFS) 0 75.0 . 150.0 225.0 300.0 ----------------------------------------------------------------- - - - - -- 0 +15 0.0024 0.12 Q 0 +30 0.0199 0.85 Q 0 +45 0.0522 1.56 Q 1+ 0 0.0930 1.98 Q 1 +15 0.1433 2.43 Q 1 +30 0.1928 2.40 Q 1 +45 0.2415 2.36 Q 2+ 0 0.2918 2.43 Q 2 +15 0.3493 2.78 Q 2 +30 0.4109 2.98 Q 2 +45 0.4757 3.13 Q 3+ 0 0.5485 3.52 Q 3 +15 0.6259 3.75 Q 3 +30 0.7054. 3.85 Q 3 +45 0.7862 3.91 Q 4+ 0 0.8689 4.00 Q 4 +15 0.9591 4.37 Q 4 +30 1.0570 4.74 Q 4 +45 1.1769 5.80 Q 5+ 0 1.3273 7.28 Q 5 +15 1.5374 10.17 VQ 5 +30 1.6746 6.64. Q.... 5 +45 1.8450 8.25 VQ 6+ 0 2.1130 12.97 VQ 6 +15 2.4487 16.25 V Q 6 +30 2.8852 21.13 VQ 6 +45 3.39.65 24.75 V Q 7+ 0 4.0130 29.84 V Q 7 +15 4.6964 33.07 V Q 7 +30 5.4306 35.54 V Q 7 +45 6.2739 40.82 V Q 8+ 0 7.2602 47.73 V Q 8 +15 8.4161 55.95 V Q 8 +30 9.7934 66.66 V Q 8 +45 11.3094 73.38 V Q 9+ 0 12.9751 80.62 V Q 9 +15 14.8198 89.28 V Q 9 +30 16.9048 100.92 V Q 9 +45 19.2026 111.21 V Q v Q V Q V Q V Q V Q V Q V Q VQ QV QV Q v v` Q 10+ 0 21.6927 120.52 10 +15 24.2712 124.80 10 +30 26.4671 106.28 10 +45 28.5092 98.84 11+ 0 30.8191 111.80 11 +15 33.2731 118.78 11 +30 35.7235 118.60 11 +45 38.1498 117.43 12+ 0 40.4597 111.80 n 12 +15 42.8583 116.09 ... 12 +30 45.7696 140.91 12 +45 49.0533 158.93 13+ 0 52.6524 174.19 13 +15 56.5592 189.09 13 +30 60.9492 212.48 13 +45 65.4828 219.43 14+ 0 69.3960 189.40 1.4 +15 73.0134 175.08 14 +30 76.7686 181.75 14 +45 80.5485 182.95 15+ 0 84.3102 182.06 15 +15 87.9883 178,02 '15 +30 91.5463 172.21 15 +45 94.9374 164.13 16+ 0 97.9904 147.77 16 +15 100.6691 129.65 16 +30 102.2257 75.34 16 +45 103.1421 44.35 0 103.7266 28.29 Q '17+ 17 +15 104.1205 19.07 Q 17 +30 104.5269 19.67 Q 17 +45 104.9331 19.66 Q 18+ 0 105.3105 18.27 Q 18 +15 105.6101 14.50 Q 18 +30 105.8646 12.31 Q +45 106.0853 10.68 Q '18 19+ 0 106.2254 6.79 Q 19 +15 106.3193 4.54 Q 19 +30 19 +45 106.4170 106.5708 4.73. 7.45 Q Q 20+ 0 106.6917 5.85 Q 20 +15 106.7736 3.96 Q '20 +30 106.8595 4.16 Q 20 +45 106.9519 4.47 Q 21+ 0 107.0435 4.43 Q +15 107.1140 3.42 Q '21 21 +30 107.1952 3.93 Q 21 +45 107.2630 3.28 Q 0 107.3467 4,05 Q '22+ 22 +15 107.4162 3.36 Q 22 +30 107.5022 4.16 Q 22 +45 107.5662 3.09 Q 0 107.6147 2.35 Q '23+ 23 +15 107.6572 2.06 Q 23 +30 107.6963 1.89 Q 23 +45 107.7333 1.79 Q 24+ 0 107.7691 1.73 Q 24 +15 107.8015 1.56 Q 24 +30 107.8195 0.87 Q 24 +45 107.8292 0.47 Q v Q V Q V Q V Q V Q V Q V Q VQ QV QV Q v v` Q � 'Q Q .V Q V Q Q Q v Q V Q V Q Q QQ V v v V V V V V V V V V V V V V v V V V V V v V V V' V V' V V V v v V V V V Q Q Q Q I. Q � 'Q Q .V Q V Q Q Q v Q V Q V Q Q QQ V v v V V V V V V V V V V V V V v V V V V V v V V V' V V' V V V v v V V V V 25+ 0 107.8353 0.29 Q V 25 +15 107.8389 0.18 Q V 25 +30 107.8413 0.12 Q V 25 +45 107:8429 0.08 Q V 26+ 0 107.8439 0.05 Q V 26 +15. 107.8445 0.03 Q V 26 +30 107.8449 0.02 Q V 26 +45 107.8450 0.01 Q V r_______________________________________ ______ _________________________ 1 • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/15/93 100 -YR / 3 -HR HYDROGRAPH COMBINED FOR AREAS "A ", "B" & "C" DEVELOPED CONDITION _ QUARRY AT LA QUINTA -------------------------------------------------------------------- The Kieth Companies, Moreno Valley Office - SIN 538 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: A1H3.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 62 Time interval = 5.0 (Min.) ' Maximum /Peak flow rate = 893.2 (CFS) Total volume = 97.66 (Ac.Ft) Status of hydrographs being held in storage ' Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 f 1 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** ADD /COMBINE /RECOVER HYDROGRAPHS * * ** * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: B2H3D.rte +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ P R I N T O F S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals (CFS) -------------------------------------------------- Time(h+m) Add q(CFS) Tot. Q 0 446.9 893.8 7 ----------------- 1340.7 1787.6 0+ 5 2.1770 4.67 Q 0 +10 11.8119 24.90 Q 0 +15 37.8907 79.85 qQ 0 +20 61..6273 134.96 q Q 0 +25 73.3324 163.34 q Q 0 +30 91.1418 199.44 q Q 0 +35 111.1485 240.98 q Q 0 +40 129.4600 278.41 q Q 0 +45 139.9898 301.76 q Q 0 +50 151.0165 323.56 q Q 0 +55 159.8849 342.83 q Q 1+ 0 158.6130 342.42 q Q 1+ 5 161.5578 347.76 q Q 1 +10 176.8484 377.00 q Q 1 +15 201.0056 423.84 q Q 1 +20 220.0683 462.87 q Q 1 +25 230.9537 485.55 q Q 1 +30 239.7749 503.70 q Q 1 +35 261.5336 544.46 q Q 1 +40 284.3034 590.27 q Q 1 +45 295.4664 614.17 q Q 1 +50 314.4825 649.89 q Q 1 +55 346.5539 711.72 q Q 2+ 0 366.0697 753.05 q Q 2+ 5 370.5858 763.65 q Q 2 +10 380.3862 782.21 q Q 2 +15 407.7143 834.70 q Q' 2 +20. 463.8523 940.54 q Q 2 +25 529.1324 1069.40 q Q 2 +30 573.4768 1161.48 q Q 2 +35 687.1694 1371.45 q Q 2 +40 822.8670 1640.20 q Q 2 +45 894.3936 1787.58 q Q 2 +50 836.4904 1693.11 q Q 2 +55 657.9198 1357.12 q Q 3+ 0 500.3213 1040.81 q Q 3+ 5 400.8491 839.54 q Q 3 +10 305.6090 651.33 q Q 3 +15 227.5820 488.37 q Q 3 +20 178.6136 381.53 q Q 3 +25 143.5731 307.01 q Q 3 +30 117.1668 250.69 q Q 3 +35 97.4314 208.35 q Q 3 +40 80.6128 174.12 q Q 3 +45 66.6594 144.61 q Q 3 +50 55.4436 120.65 qQ 3 +55 45.6985 100.55 qQ 4+ 0 37.2144 82.84 -qQ 4+ 5 30.4723 67.96 qQ 4 +10 25.5397 56.62 qQ 4 +15 22.6077 48.80 qQ 4 +20 19.4377 42.62 Q 4 +25 15.7972 36.27, Q 4 +30 12.4384 29.17 Q 4 +35 8.7762 22.77 Q 4 +40 5.8341 16.15 Q 4 +45 3.1150 10.41 Q 4 +50 1.2596 5.55 Q 4 +55 0.7173 2.55 Q 5+ 0 0.3261 1.41 Q 5+ 5 0.0010 0.63 Q 5 +10 0.0000 0.08 Q ---------------------------------------------------------------------- ****************************HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals 62 Time interval 5.0 (Min.) Maximum /Peak flow rate = 1787.6'(CFSj Total volume = 188.94 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ' Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ' -------------------------------------------------------------- - - - - -- ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 3.000 * * ** ADD /COMBINE /RECOVER HYDROGRAPHS * * ** * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** 'r From study /file name: C3H3.rte +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ P R I N T O F S T O R M - - - -R -u n o f f H y d r o g r a p h ----- - - - - -- -------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) ----------- -------------------------------- -.------------------------- Time(h +m) Add q(CFS) Tot. Q 0 457.3 914.7 1372.0 1829.3 ----------------------------------------------------------------- - - - - -- i e t 0+ 5 0.2005 4.87 Q 0 +10 0.9633 25.86 Q 0 +15 1.2355. 81.08 qQ 0 +20 1.3155 136.28 q Q 0 +25 1.5785 164.92 q Q Q 0 +30 1.7432 201.18 q Q Q 0 +35 1.9296 242.91 q Q Q 0 +40 1.9016 280.31 q Q 0 +45 2.0625 303.83 q Q 0 +50 2.0827 325.65 q Q 0 +55 1.9495 344.78 q Q 1+ 0 1.9852 344.41 q Q 1+ 5 2.1660 349.93 q Q 1 +10 2.4460 379.45 q Q 1 +15 2.5569 426.39 q Q 1 +20 2.5788 465.45 q Q 1 +25 2.2772 487.83 q Q 1 +30 1.5874 505.29 q Q 1 +35 1.9619 '546.42 q Q 1 +40 2.3864 592.65 q Q 1 +45 3.0557 617.23 q Q 1 +50 6.1727 656.06 q Q 1 +55 6.0573 717.78 q Q 2+ 0 5.1816 758.23 q Q 2+ 5 5.5785 769.23 q Q 2 +10 7.9827 790.20 q Q 2 +15 15.9466 850.65 q Q 2 +20 21.0103 961.55 q 2 +25 20.3971 1089.80 q 2 +30 38.5378 1200.02 q 2 +35 49.8421 1421.30 iq q 2 +40 55.8431 1696.04 2 +45 41.7695 1829.35 q 2 +50 20.1352 1713.24 q 2 +55 11.5538 1368.68 q 3+ 0 7.3984 1048.20 q 3+ 5 4.4724 844.01 q Q 3 +10 2.5262 653.86 q Q 3 +15 1.4433 489.81 q Q 3 +20 0.7173 382.25 q Q 3 +25 0.2259 307.23 q Q Q Q Q Q Q Q Q Q Q t 3 +30 0.0602 250.75 q Q 3 +35 0.0326 208.38 q Q 3 +40 0.0129 174.14 q Q 3 +45 0.0022 144.61 q Q 3 +50 0.0000 120.65 q Q 3 +55 0.0000 100.55 q Q 4+ 0 0.0000 82.84 qQ 4+ 5 0.0000 67.96 qQ 4 +10 0.0000 56.62 qQ 4 +15 0.0000 48.80 qQ 4 +20 0.0000 42.62 Q 4 +25 0.0000 36.27 Q 4 +30 0.0000 29.17 Q 4 +35 .0.0000 22.77 Q_ 4 ±40 0.0000 16.15 Q 4 +45 0.0000 10.41 Q 4 +50 0.0000 5.55 Q 4 +55 0.0000 2.55 Q 5+ 0 0.0000 1.41 Q 5+ 5 0.0000 0.63 Q 5 +10 0.0000 0.08 Q ----------------------------------------------------------------------- ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 62 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1829.3 (CFS) Total volume = 191.44 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ' Peak (CFS) O.b00 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t 1 FLOOD HYDROGRAPH ROUTING PROGRAM ' Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/15/93 - -- — ---------------------------------------------------- - - - - -- - - - - - -- ' 100 —YR / 6 -HR HYDROGRAPH COMBINED FOR AREAS "A ", "B" & "C" DEVELOPED CONDITION QUARRY AT LA QUINTA ------------------------------------------- - - - - -- - - - - -- The Kieth Companies, Moreno Valley Office - SIN 538 _ ---------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * ** * * * ** From study /file name: A1H6.rte ****************************HYDROGRAPH DATA**********************.****** Number of intervals = 98 Time interval = 5.0 (Min.) L Maximum /Peak flow rate = 760.1 (CFS) Total volume = 113.77 (Ac.Ft) Status of hydrographs being held in storage 1 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 t t 10 +30 1.4602 284.,30 q 10 +45 1.9469 276.76 q 11+ 0 1.9469 332.25 q 11 +15 1.8496 349.04 q 11 +30 1.8496 345.28 q 11 +45 1.6549 338.96 q 12+ 0 1.7522 318.82 q 12 +15 2.4336 350.28 q 12 +30 2.5310 449.10 q 12 +45 2.7257 507.29 q 13+ 0 0.7842 557.42 q 13 +15 6.0663 61.6.96 q 13 +30 6.4759 700.52 q 13 +45 2.2390 690.30 q 14+ 0 2.2390 565.06, q 14 +15 0.8588 535.77 q 14 +30 0.2736 566.38 q 14 +45 0.6563 564.96 q 15+ 0 0.0600 560.18 q 15 +15 2.3363 547.16 q 15 +30 2.2390 526.06 q 15 +45 1.8496 490'.94 q 16+ 0 1.8496 432.98 q 16 +15 0.3894 357.99 q 16 +30 0.3894 164.38 q 16 +45 0.2920 88.97 q Q 17+ 0 0.2920 53.17 q Q 17 +15 0.4867 36.52 q Q 17 +30 0.4867 34.28 qQ 17 +45 0.4867 30.93 qQ 18+ 0 0.3894 25.13 qQ 18 +15 0.3894 18.15 qQ 18 +30 0.3894 17.12 Q 18 +45 0.2920 15.75 Q 19+ 0 0.1947 11.24 Q 19 +15 0.2920 8.87 Q 19 +30 0.3894 10.34 Q 19 +45 0.2920 13.25 Q 20+ 0 0.1947 8.18 Q 20 +15 0.2920 6.94 Q 20 +30 0.2920 6.49 Q 20 +45 0.2920 6.45 Q 21+ 0 0.1947 6.34 Q 21 +15 0:2920 6.27 Q 21 +30 0.1947 6.70 Q 21 +45 0.2920 6.41 Q 22+ 0 0.1947 7.07 Q 22 +15 0.2920 6.72 Q 22 +30 0.1947 7.52 Q 22 +45 0.1947 6.35 Q 23+ 0 0.1947 5.93 Q 23 +15 0.1947 5.76 Q 23 +30 0.1947 5.67 Q 23 +45 0.1947 5.63 Q 24+ 0 0.1947 5.59 Q 24 +15 0.0000 4.64 Q 24 +30 0.0000 2.00 Q 24 +45 0.0000 1.01 Q 25+ 0 0.0000 0.57 Q 25 +15 0.0000 0.33 Q 0 Q Q QQ Q Q Q Q Q Q Q Q Q QIQ Q 0 • • • • • • 25 +30 0.0000 0. 18 Q 25 +45 '0.0000 0.10 Q 26+ 0 0.0000 0.05 --------------------------------------------------------------------- ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * *_ * * * * * * * * * * * * * * * ** Number of intervals = 104 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 700.5 (CFS) Total volume = 310.30 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1 H. RATIONAL TABLING CALCULATIONS 1' 1. 100-YR On -site Rational Tabling Calculations 2: 100 -YR Off -Site Rational Tabling Calculations i� 1 1 1 1 1 . 1 1 30454.00-9651 -7R 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: ,.. THE KEITH COMPANIES - INLAND EMPIRE INC. 6296 RIVER CREST DRIVE, SUITE K RIVERSIDE, CA 92507 (714) 653 -0234 FAX (714) 653 -5308 t. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *'100 YEAR RATIONAL TABLING - ONSITE * DEVELOPED CONDITIONS * QUARRY AT LA QUINTA ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: A100.DAT TIME /DATE OF STUDY: 16:39 4/20/1993 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED-STORM-EVENT (YEAR) -=--100. 00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .580 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.510 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5100 SLOPE OF INTENSITY DURATION CURVE = .6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED 'NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = '2 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM 'DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K* [(LENGTH** 3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 580.00 UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE 30.00 TC = .422 *[( 580.00 * *3) /( 30.00)] * *.2 = 9.729 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.498 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6913 'SUBAREA RUNOFF(CFS) = 5.60 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.60 ' FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- » »>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 158.00 DOWNSTREAM ELEVATION = 145.00 STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.48 PRODUCT OF DEPTH &VELOCITY = 1.21 STREETFLOW TRAVELTIME(MIN) = 3.12 TC(MIN) = 12.84 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.807 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6696 NSUBAREA AREA(ACRES) _ .2.90 SUBAREA RUNOFF(CFS) = 7.39 SUMMED AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 12.99 END OF SUBAREA STREETFLOW HYDRAULICS: 'DEPTH(FEET) _ .39 HALFSTREET FLOODWIDTH(FEET) = 13.10 FLOW VELOCITY(FEET /SEC.) = 3.54 DEPTH *VELOCITY = 1.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 8 -----------------------------------------=---------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< --------- - - - - -- 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.807 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5160 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.73 TOTAL AREA(ACRES).= 6.60 TOTAL RUNOFF(CFS) = 16.72 ' TC(MIN) = 12.84. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - - -- ---------------------------- --- - - - - -_ --------------- -- ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)J * *.2 INITIAL SUBAREA FLOW - LENGTH = 880.00 UPSTREAM ELEVATION = 192.00 1 DOWNSTREAM ELEVATION = 137.00 ELEVATION DIFFERENCE = 55.00 TC = .422 *[( 880.00 * *3) /( 55.00)1 * *.2 = 11.067 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.163 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6813 SUBAREA RUNOFF(CFS) = 12.76 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 12.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.10 IS CODE = 6 ---------------------------------------------------------------------------- »» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 137.00 DOWNSTREAM ELEVATION = 113.00 STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.42 PRODUCT OF DEPTH &VELOCITY = 1.94 STREETFLOW TRAVELTIME(MIN) = 1.48 TC(MIN) = 12.54 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.862 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6715 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.96 SUMMED AREA(ACRES) = 6.80 TOTAL.RUNOFF(CFS) = 18.73 END OF SUBAREA STREETFLOW HYDRAULICS: ` DEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET /SEC.) = 5.50 DEPTH *VELOCITY = 2.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �. FLOW PROCESS FROM NODE 201.00 TO NODE 202.10 IS CODE- 1 ------------------------------------------==-------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 6.80 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 206.00 TO NODE '202.00 IS CODE = 2 ---------------------------------------------------------------------------- ' » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE). TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA.FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 179.40 DOWNSTREAM ELEVATION = 132.00 ELEVATION DIFFERENCE = 47.40 TC = .422 *[( 1000.00 * *3) /( 47.40)] * *.2 = 12.310 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.906 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6730 SUBAREA RUNOFF(CFS) = 10.78 r, TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 10.78 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE » »> COMPUTE STREETFLOW 1.===UP-S-T-R-E-A-M-=E=L=E=V=A=T=I=O=N====== STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 202.00 TO NODE ' 202.10 IS CODE .= 6 --------------------------------=------------------ TRAVELTIME THRU SUBAREA««< 132.00 DOWNSTREAM ELEVATION = 113.00 290.00 CURB HEIGTH(INCHES) = 6. 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 i* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.41 STREETFLOW MODEL RESULTS: ' STREET FLOWDEPTH(FEET) _ .33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.99 PRODUCT OF DEPTH &VELOCITY = .1.96 STREETFLOW TRAVELTIME(MIN) = .81 TC(MIN) = 13.12 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.760 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6679 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.27 'SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 16.05. END OF .SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET /SEC.) = 6.00 DEPTH *VELOCITY = 2.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 202.10 IS CODE = 1 __ _______________________________________ __ _____________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ==== ------------------------------ -------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'TIME OF CONCENTRATION(MIN.) = 13.12 RAINFALL INTENSITY(INCH /HR) = 3.76 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.05 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW - PROCESS FROM NODE »»> COMPUTE STREETFLOW UPSTREAM ELEVATION = STREET•LENGTH(FEET) _ STREET HALFWIDTH(FEET) 202.10 TO NODE 203.00 IS CODE = 6 ------------------------------------ TRAVELTIME THRU SUBAREA««< 113.00 DOWNSTREAM ELEVATION = 102.00 250.00 CURB HEIGTH(INCHES) = 6. = 18.00 ,. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 r* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.18 PRODUCT OF DEPTH &VELOCITY = 2.85 STREETFLOW TRAVELTIME(MIN) _ .67 TC(MIN).= 13.79 100.00 YEAR RAINFALL INTENSITY (INCH/ HOUR) = 3.648 !SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6640 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.39 'SUMMED AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 37.68 . END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 - HALFSTREET FLOODWIDTH(FEET) = 16.71 FLOW VELOCITY (FEET/ SEC.) = 6.47 DEPTH *VELOCITY = 2.98 FLOW PROCESS FROM NODE '------------------- - - - - -- >> >>> COMPUTE STREETFLOW UPSTREAM ELEVATION -------------------- ' STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 203.00 TO NODE 204.00 IS CODE = 6 TRAVELTIME THRU SUBAREA««< 102.00 DOWNSTREAM ELEVATION = 70.00 810.00 CURB HEIGTH(INCHES) = 6. = 18.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50' INTERIOR STREET CROSSFALL(DECIMAL) = .020 ! OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 40.84 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) TIME (MIN.) INTENSITY (INCH /HOUR) 1 34.08 12.54 3.862 2 34.28 13.12 3.760 a: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 34.28 Tc(MIN.) = 13.12 TOTAL AREA(ACRES) = 13.00 * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW - PROCESS FROM NODE »»> COMPUTE STREETFLOW UPSTREAM ELEVATION = STREET•LENGTH(FEET) _ STREET HALFWIDTH(FEET) 202.10 TO NODE 203.00 IS CODE = 6 ------------------------------------ TRAVELTIME THRU SUBAREA««< 113.00 DOWNSTREAM ELEVATION = 102.00 250.00 CURB HEIGTH(INCHES) = 6. = 18.00 ,. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 r* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.18 PRODUCT OF DEPTH &VELOCITY = 2.85 STREETFLOW TRAVELTIME(MIN) _ .67 TC(MIN).= 13.79 100.00 YEAR RAINFALL INTENSITY (INCH/ HOUR) = 3.648 !SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6640 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.39 'SUMMED AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 37.68 . END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 - HALFSTREET FLOODWIDTH(FEET) = 16.71 FLOW VELOCITY (FEET/ SEC.) = 6.47 DEPTH *VELOCITY = 2.98 FLOW PROCESS FROM NODE '------------------- - - - - -- >> >>> COMPUTE STREETFLOW UPSTREAM ELEVATION -------------------- ' STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 203.00 TO NODE 204.00 IS CODE = 6 TRAVELTIME THRU SUBAREA««< 102.00 DOWNSTREAM ELEVATION = 70.00 810.00 CURB HEIGTH(INCHES) = 6. = 18.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50' INTERIOR STREET CROSSFALL(DECIMAL) = .020 ! OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 40.84 STREETFLOW MODEL RESULTS:' _ STREET FLOWDEPTH(FEET) _ .48 HALFSTREET FLOODWIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.25 PRODUCT OF DEPTH &VELOCITY = 3.01 STREETFLOW TRAVELTIME(MIN) = 2.16 TC(MIN) = 15.95 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.344 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6523 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.32 SUMMED AREA(ACRES) = 17.30 TOTAL RUNOFF(CFS) = 44.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.23 DEPTH *VELOCITY = 3.09 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 44.07 15.38 2 44.00 15.95 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 44.07 Tc(MIN.) = 15.38 FLOW PROCESS FROM NODE » » >COMPUTE STREETFLOW ------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 204.00 TO NODE 205.00 IS CODE = 6 TRAVELTIME THRU SUBAREA<< <<< --------------------------------------------------- 70.00 DOWNSTREAM ELEVATION = 52.00 465.00 CURB HEIGTH(INCHES) = 6. = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED.USING MEAN FLOW(CFS) = 44.70 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .50 HALFSTREET FLOODWIDTH(FEET) .= 18.00 AVERAGE FLOW VELOCITY (FEET/ SEC.) = - 6.32 PRODUCT OF DEPTH &VELOCITY = 3.14 STREETFLOW TRAVELTIME(MIN) = 1.23 TC(MIN) = 16.61 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.264 SOIL CLASSIFICATION IS "A" ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6491 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.27 SUMMED AREA(ACRES) _ .17.90 TOTAL RUNOFF(CFS) = 45.34 'END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 6.41 DEPTH *VELOCITY = 3.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 1 ---------------=-----------=--------------------------------------- - - - - -- I »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.61 'RAINFALL INTENSITY(INCH /HR) = 3.26 TOTAL STREAM AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.34 '-- FLOW - PROCESS- FROM_NODE - -- 300_00 -TO- NODE - -- 205_00 -IS- CODE 2 - _--- ------ - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC.= K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 190.00 UPSTREAM ELEVATION = 54.00 DOWNSTREAM ELEVATION = 52.00 ELEVATION DIFFERENCE = 2.00 TC = .422 *[( 190.00 * *3) /( 2.00)] * *.2 = 8.560 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.857 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7011 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) 1.02 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 205.00 IS CODE = 1 ------------------------------------------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< --------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'TIME OF CONCENTRATION(MIN.) = 8.56. RAINFALL INTENSITY(INCH /HR) = 4.86 TOTAL STREAM AREA(ACRES) = .30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * *.PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 24.39 8.56 4.857 2 46.03 16.61 3.264 3 45.91 17.18 3.198 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.03 Tc(MIN.) = 16.61 TOTAL AREA(ACRES) = 18.20 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 2 ----------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -- ------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 54.00 DOWNSTREAM ELEVATION = 27.80 ELEVATION DIFFERENCE = 26.20 TC = .422 *[( 800.00 * *3) /( 26.20)] * *.2 = 12.123 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.942 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6742 SUBAREA RUNOFF(CFS) = 9.57 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 9.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6 ---------------------------------------------------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< UPSTREAM ELEVATION 27.80 DOWNSTREAM ELEVATION = 20.00 STREET LENGTH(FEET) = 1080.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 'INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ■' * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.49 STREETFLOW MODEL RESULTS: ' STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH &VELOCITY = 1.11 STREETFLOW TRAVELTIME(MIN) = 7.31 TC(MIN) = 19.44 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.969 'SOIL CLASSIFICATION. IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6363 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 7.75 'SUMMED AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 17.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.74 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY = 1.28 •1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE - = 1 ------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.44 RAINFALL INTENSITY(INCH /HR) = 2.97 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.31. FLOW PROCESS FROM-NODE 400.00 TO NODE 401.00 IS CODE = 2 ' ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE) ] * *.2 INITIAL SUBAREA FLOW- LENGTH = 970.00 UPSTREAM ELEVATION = 150.00 DOWNSTREAM ELEVATION = 105.00 'ELEVATION DIFFERENCE = 45.00 TC = .422 *[( 970.00 * *3) /( 45.00)] * *.2 = 12.213 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.924 'SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6736 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 11.10 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - - ------------------- » »> COMPUTE STREETFLOW UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 1 1 t ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 401.00 TO NODE 402.00 IS CODE = 6 --------------------------------------------------- TRAVELTIME THRU SUBAREA«<<< --------------------------------------------------- 105.00 DOWNSTREAM ELEVATION = 70.00 835.00 CURB HEIGTH(INCHES) = 6. 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020' OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY (FEET /SEC.) = . 5.15 PRODUCT OF DEPTH &VELOCITY = 1.89 STREETFLOW TRAVELTIME(MIN) = 2.70 TC(MIN) = 14.91 16.23 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.481 SOIL CLASSIFICATION IS "A" SINGLE- FAMfLY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6577 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 10.30 SUMMED AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 21.41 END OF SUBAREA STREETFLOW HYDRAULICS:' DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.62 FLOW VELOCITY(FEET /SEC.) = 5.43 DEPTH *VELOCITY = 2.16 FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6 ---------------------------------------------------------------------- - - - - -- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< - 7 ----------------------------------------------------- UPSTREAM ELEVATION = 70.00 DOWNSTREAM ELEVATION = 38.00 STREET LENGTH(FEET) = 780.0.0 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 t� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.87 PRODUCT OF DEPTH &VELOCITY = 2.46 ' STREETFLOW TRAVELTIME(MIN) = 2.22 TC(MIN) = 17.13 100.00 YEAR RAINFALL INTENSITY (INCH/ HOUR) = 3.204 SOIL CLASSIFICATION IS "A" ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6466 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.36 SUMMED AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 31.76 'END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 FLOW VELOCITY(FEET /SEC.) = 5.79 DEPTH *VELOCITY = 2,61 FLOW PROCESS FROM NODE » » >COMPUTE STREETFLOW ------------------------- 'UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 403.00 TO NODE 302.00 IS CODE = 6 TRAVELTIME THRU SUBAREA««< 38.00 DOWNSTREAM ELEVATION = 20.00 970.00 CURB HEIGTH(INCHES) = 6. 18.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50 INTERIOR STREET CROSS FALL (DECIMAL) .020. OUTSIDE STREET CROSSFALL(DECIMAL) .020.•,; SPECIFIED NUMBER OF.HALFSTREETS "CARRYING RUNOFF = 2 '* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS•).= 39.13 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: 1 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.04 PRODUCT OF DEPTH &VELOCITY = 2.60 STREETFLOW TRAVELTIME(MIN) = 3.21 TC(MIN) = 20.34 100.00 YEAR RAINFALL INTENSITY (INCH/ HOUR) 2.890 SOIL CLASSIFICATION IS "A" SINGLE - FAMILY 1 2 ACRE LOT RUNOFF COEFFICIENT = .6327 SUBAREA'AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 14.81 'SUMMED AREA(ACRES) 21.80 TOTAL RUNOFF(CFS) = 46.57 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) _ .55 . HALFSTREET 'FLOODWIDTH (FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 5.07 DEPTH *VELOCITY = 2.81 ' FLOW PROCESS FROM NODE 403.00 TO NODE 302.00 IS CODE 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.34 RAINFALL INTENSITY(INCH /HR) = 2.89 'TOTAL STREAM AREA(ACRES) = 21.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.57 ' END OF RATIONAL METHOD ANALYSIS 1 COMPUTED CONFLUENCE ESTIMATES 'ARE INTENSITY AND TIME OF CONCENTRATION RATIO 'RAINFALL CONFLUENCE FORMULA USED FOR 2 STREAMS. 29.50 ** PEAK FLOW RATE TABLE ** 'STREAM RUNOFF TIME INTENSITY 'PEAK NUMBER (CFS) (MIN.) (INCH /HOUR) * ** PEAK FLOW RATE TABLE 1 61.82 19.44 2.969 2 63.42 20.34 2.890 ' END OF RATIONAL METHOD ANALYSIS 1 COMPUTED CONFLUENCE ESTIMATES 'ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.42 Tc(MIN.) = 20.34 TOTAL AREA(ACRES).= 29.50 END OF STUDY SUMMARY: FLOW RATE(CFS) = 63.42 Tc(MIN.) = 20.34 'PEAK TOTAL AREA(ACRES) = 29.50 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) 1 61.82 19.44 2 63.42 2.0.34 ' END OF RATIONAL METHOD ANALYSIS 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM 'BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982 -90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: THE KEITH COMPANIES - INLAND EMPIRE, INC. 6296 RIVER CREST DRIVE, SUITE K RIVERSIDE, CA 92507 (714) 653 -0234 FAX (714) 653 -5308 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** t 100 -YEAR RATIONAL TABLING - OFFSITE * EXISTING AND DEVELOPED CONDITIONS * QUARRY AT LA QUINTA FILE NAME: B100.DAT TIME /DATE OF STUDY: 18:12 4/26/1993 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) _ .580 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.510 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY (INCH/ HOUR) = 1.5100 SLOPE OF INTENSITY DURATION CURVE _ .6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 2 ---------------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE) ] * *.2 INITIAL SUBAREA FLOW- LENGTH = 370.00 UPSTREAM ELEVATION = 116.00 DOWNSTREAM ELEVATION = 91.00 - ELEVATION DIFFERENCE 25.00 TC = .533 *[( 370.00 * *3) /( 25.00)] * *.2 = 9.722 '100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.500 *USER SPECIFIED(SUBAREA ).: . RI =-18 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8350 imp.-101 SUBAREA RUNOFF(CFS)'= 4.51 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 701.00 TO NODE 703.00 IS CODE-.= 3 ---------------------------------------------------------------------------- i»»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< PIPE DIAMETER(INCH) INCREASED TO 18.000 'ESTIMATED DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.8 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = 91.00 80.00 - FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.51 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 10.29 FLOW PROCESS FROM NODE 701.00 TO NODE 703.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS- 2 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.29 RAINFALL INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51 FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 2 ---------------------------------------------------------=------------ - - - - -= » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< W ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 650.00 UPSTREAM ELEVATION = 118.00 DOWNSTREAM ELEVATION = 80.00 ELEVATION DIFFERENCE = 38.00 TC = .533 *[( 650.00 * *3) /( 38.00).] * *.2 = 12.537 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.863 *USER. SPECIFIED (SUBAREA) : RI = -15 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8270 1MP =10� 'SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA(ACRES) = 2.00 . TOTAL RUNOFF(CFS) = 6.39 FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- '»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< 'TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 2.00 1`. PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME FLOW PROCESS FROM NODE 703.00 TO NODE 726.00 IS CODE = 3 V--------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPETS 8.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.9 UPSTREAM NODE ELEVATION = 80.00 DOWNSTREAM NODE ELEVATION = 64.00 FLOWLENGTH(FEET) = 290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.39 TRAVEL TIME(MIN.) = .38 TC(MIN.) = 12.91 FLOW PROCESS FROM NODE 726.00 TO NODE 726.00 IS CODE = 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< FLOW PROCESS FROM NODE 710.00 TO NODE 712.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 'INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1340.00 DOWNSTREAM ELEVATION = 1020.00 ELEVATION DIFFERENCE = 320.00 TC = .533 *[( 1000.00 * *3) /( 320.00)] * *.2 = 10.602 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.272 *USER SPECIFIED(SUBAREA): 'UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8860 SUBAREA RUNOFF(CFS) = 18.55 1MP 30% TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 18.55 INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.75 10.29 4.350 ' 2 10.39 12.54 3.863 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.39 Tc(MIN.) = 12.54 TOTAL AREA(ACRES) = 3.20 FLOW PROCESS FROM NODE 703.00 TO NODE 726.00 IS CODE = 3 V--------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPETS 8.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.9 UPSTREAM NODE ELEVATION = 80.00 DOWNSTREAM NODE ELEVATION = 64.00 FLOWLENGTH(FEET) = 290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.39 TRAVEL TIME(MIN.) = .38 TC(MIN.) = 12.91 FLOW PROCESS FROM NODE 726.00 TO NODE 726.00 IS CODE = 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< FLOW PROCESS FROM NODE 710.00 TO NODE 712.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 'INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1340.00 DOWNSTREAM ELEVATION = 1020.00 ELEVATION DIFFERENCE = 320.00 TC = .533 *[( 1000.00 * *3) /( 320.00)] * *.2 = 10.602 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.272 *USER SPECIFIED(SUBAREA): 'UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8860 SUBAREA RUNOFF(CFS) = 18.55 1MP 30% TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 18.55 - FLOW - PROCESS - FROM - NODE - -- 71200 -TO- NODE - -- 714.00 IS CODE = 53 ------------------------------- » » >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW ««< »» >TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 1020.00 DOWNSTREAM NODE ELEVATION = 970.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE _ .1786 CHANNEL FLOW THRU SUBAREA(CFS) = 18.55 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE _ .1493 (PER PLATE D -6.2) FLOW VELOCITY(FEET /SEC) = 5.72 (PER PLATE D -6.3) TRAVEL TIME(MIN.) _ .82 TC(MIN.) = 11.42 FLOW PROCESS FROM NODE 712.00 TO NODE 714.00 IS CODE = 8 ---------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.086 RI =93 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8850 Imp= 361 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 23.87 'TOTAL AREA(ACRES) = 11.50 TOTAL RUNOFF(CFS) = 42.42 TC(MIN) = 11.42 FLOW-PROCESS FROM NODE 714.00 TO NODE 716.00 IS CODE = 53 ---------------------------------------------------------------------------- 1 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 970.00 DOWNSTREAM NODE ELEVATION = 880.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 'CHANNEL SLOPE _ .1125 CHANNEL FLOW THRU SUBAREA(CFS) = 42.42 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE _ .1094 (PER PLATE D -6.2) FLOW VELOCITY(FEET /SEC).= 6..45 (PER PLATE D -6.3) ' TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 13.48 FLOW PROCESS FROM NODE 714.00 TO NODE 716.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100.00 YEAR RAINFALL INTENSITY (INCH/ HOUR) = 3.698 *USER SPECIFIED(SUBAREA): RI =13 'UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8850 II MP_ :30/. SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 28.80 TOTAL AREA(ACRES) = 20.30 TOTAL RUNOFF(CFS) = 71.22 ' TC(MIN) = 13.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 716.00 TO NODE 718.00 IS CODE = 53 t ---------=------------------------------------------------------------------ » » >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< «< ' » » >TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 880.00 DOWNSTREAM NODE ELEVATION = 600.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1040.00 CHANNEL SLOPE _ .2692 CHANNEL FLOW THRU SUBAREA(CFS) = 71.22 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE _ .1864 (PER PLATE D -6.2) Y.. FLOW VELOCITY(FEET /SEC) = 10.01 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 1.73 TC(MIN.) 15.22 FLOW PROCESS FROM NODE 716.00 TO NODE 718.00 IS CODE = 8 --------------------------------------------- -------------------------------- » » >ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------ -------- - - - - -- - - - 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.439 *USER SPECIFIED(SUBAREA): RL'93 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8840 IMP =:oU /. SUBAREA AREA(ACRES) = 17.70 SUBAREA RUNOFF(CFS) = 53.82 TOTAL AREA(ACRES) = 38.00 TOTAL RUNOFF(CFS) = 125.03 TC(MIN) = 15.22 FLOW PROCESS - FROM - - -- NODE 718_00 -TO- - -- NODE 720.00 IS CODE = 53 - ---------------------------- »» >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 600.00 DOWNSTREAM NODE ELEVATION = 400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = .1754 CHANNEL FLOW'THRU SUBAREA(CFS) = 125.03 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE _ .1477 (PER PLATE D -6.2) E FLOW VELOCITY(FEET /SEC) = 10.75 (PER PLAT D -6.3) TRAVEL TIME(MIN.) - 1.77 TC(MIN.) - 16.98 FLOW PROCESS FROM NODE 718.00 TO NODE 720.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< '100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.220 *USER SPECIFIED ( SUBAREA) : UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8820 IMP °301' SUBAREA AREA(ACRES) = 33.50 SUBAREA RUNOFF(CFS) = 95.14 TOTAL AREA(ACRES) = 71.50 TOTAL RUNOFF(CFS) = 220.17 TC(MIN) = 16.98 FLOW PROCESS FROM NODE 720.00 TO NODE 722.00 IS CODE = 53 ------------------------------------------------------------------------- »» >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW« «< »» >TRAVELTIME THRU- SUBAREA««< UPSTREAM NODE ELEVATION = 400.00 DOWNSTREAM NODE ELEVATION = 135.00 CHANNEL LENGTH THRU SUBAREA(FEET) =. 1940.00 CHANNEL SLOPE = .1366 CHANNEL FLOW THRU SUBAREA(CFS) = 220.17 FLOW VELOCITY (FEET/ SEC) = 12.48 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 2.59 TC(MIN.) -FLOW PROCESS FROM NODE 720.00 TO NODE 722.00 IS CODE = 8 ---------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.957 1.9 Ac. -RI= 99,1r4P=Iol *USER .SPECIFIED ( SUBAREA) : ��55.9 AC. -RL = `j3, lMP =3ol UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8770 SUBAREA AREA(ACRES) = 60.80 SUBAREA RUNOFF(CFS) = 157.66 TOTAL AREA(ACRES) 132.30 TOTAL RUNOFF(CFS) = 377.83 TC(MIN) = 19.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I - -FLOW PROCESS FROM NODE 722.00 TO NODE 722.00 IS CODE = 1 ---------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.58 IRAINFALL INTENSITY(INCH /HR) 2.96 TOTAL STREAM AREA(ACRES) = 132.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 377.83 1 FLOW PROCESS- FROM - NODE - -- 721_00 -TO- NODE -_- 722_00 -IS- CODE- _--- 2------ - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1670.00 UPSTREAM ELEVATION = 480.00 DOWNSTREAM ELEVATION = 135.00 ELEVATION DIFFERENCE = 345.00 TC = .533*(( 1670. 00 * *3) / ( 345. 00)-] * *. 2 = 14.206 Ac _ KI : `jg,rMP =10i 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.584 *USER SPECIFIED (SUBAREA) : I Ac. -RI = 93, IMP=��. UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8590 SUBAREA RUNOFF(CFS) = 42.18 TOTAL AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 42.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE '722.00 TO NODE 722.00 IS CODE = 1 ------ -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------ - - - - -- ' » » >DESIGNATE INDEPENDENT STREAM FOR_.. CONFLUENCE« <<< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.21 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.18 �.! RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ■. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 316.36 14.21 3.584 2 412.63 19.58 2.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 412.63 Tc(MIN.) = 19.58 TOTAL AREA(ACRES) = 146.00 �--FLOW PROCESS FROM NODE 722.00 TO NODE 724.00 IS CODE = 53' ---------------------------------------------------------------------- » »> COMPUTE NATURAL MOUNTAIN CHANNEL FLOW ««< » » > TRAVELTIME- THRU - SUBAREA««<__________ _______________________________ UPSTREAM NODE ELEVATION = 135.00 DOWNSTREAM NODE ELEVATION = 65.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = .0500 CHANNEL FLOW THRU SUBAREA(CFS) = 412.63 FLOW VELOCITY(FEET /SEC) = 9.30 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 2.51 TC(MIN.) = 22.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 722.00 TO NODE 724.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100.00 YEAR RAINFALL INTENSITY ( INCH /HOUR) = 2.7 I. -Z AC. *USER SPECIFIED (SUBAREA) : �12.�gc, -RI UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8450 SUBAREA AREA(ACRES) = 21.80 SUBAREA RUNOFF(CFS) = 50.67 TOTAL AREA(ACRES) = 167.80 TOTAL RUNOFF(CFS) = 463.30 ' TC(MIN) = 22.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 724.00 TO NODE 726.00 IS CODE = 3 -------------------------------------------------------------------------- »»> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< -- » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 46. -8 INCHES. ' PIPEFLOW VELOCITY (FEET/ SEC.) = 26.9 ' UPSTREAM NODE ELEVATION = 65.00 DOWNSTREAM NODE ELEVATION = 64.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE.DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 463.30 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 22.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 726.00 TO NODE 726.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY ' . NUMBER (CFS) (MIN.) (INCH /HOUR) 1 246.06 10.67 4.256 2 296.39 12.91 3.795 ' . 3 384.58 16.97 3.222. 4 470.83 22.10 2.749 'COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 470.83 Tc(MIN.) = 22.10 TOTAL AREA(ACRES) = 171.00 r 'FLOW PROCESS FROM NODE - 72600 -TO- NODE - -- 728_00 -IS- CODE- _--- 3------ - - - - -- •------------------------ » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< r. DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.6 UPSTREAM NODE ELEVATION = 64.00 ' DOWNSTREAM NODE ELEVATION = 60.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 470.83 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 22.16 FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC K *[(LENGTH * *3) /(ELEVATION CHANGE) ] * *.2 INITIAL SUBAREA FLOW - LENGTH = 930.00 UPSTREAM ELEVATION = 160.00 DOWNSTREAM ELEVATION = 65.00 ELEVATION DIFFERENCE = 95.00 r TC = .533 *[( 930.00 * *3) /( 95.00)] * *.2 = 12.940 100.00 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.791 47 AC. ({ j 78, IM�'IoY• *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8390 1.2 Ac. RI '�3, �MP'3o /' ' SUBAREA RUNOFF(CFS) = 18.76 ' TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF CFS = 18.76- FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 ----------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< :.:---------------------------------------------------------------------------- --------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.94 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.76 FLOW PROCESS FROM NODE 205.00 TO NODE 601.00 IS CODE = 7 +— DNSiTE 5rRerj ---------------------------------------------------------------------------- ' » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< RUNOFF Ta CAT64 BAs►NS . USER— SPECIFIED VALUES ARE AS FOLLOWS: 'TC(MIN) = 17.18 RAIN INTENSITY(INCH /HOUR) = 3.20 TOTAL AREA(ACRES) = 18.20 TOTAL RUNOFF(CFS) = 45.91 FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 '---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.18 RAINFALL INTENSITY(INCH /HR) = 3.20 TOTAL STREAM AREA(ACRES) = 18.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.91 ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.' '** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 2 ----------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 53.34 12.94 3.791 I 2 61.74 17.18 3.198 CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'COMPUTED PEAK FLOW RATE(CFS) = 61.74 Tc(MIN.) = 17.18 TOTAL AREA(ACRES) = 24.10 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 2 ----------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 600.00 DOWNSTREAM ELEVATION = 200.00 ELEVATION DIFFERENCE = 400.00 TC = .533 *[( 1000.00 * *3) /( 400.00)] * *.2 = 10.139 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.388 *USER SPECIFIED(SUBAREA): RT= 93 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8870 {AMP= )ol SUBAREA RUNOFF(CFS) = 35.03 .4 TOTAL AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 35.03 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 52 -------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< » » >TRAVELTIME THRU SUBAREA««< ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 120.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 'CHANNEL SLOPE = .0889 . CHANNEL FLOW THRU SUBAREA(CFS) = 35.03 FLOW VELOCITY(FEET /SEC) = 10.43 (PER PLATE D -6. 1) TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 11.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501..00 TO NODE 502.00 IS CODE = 8 . ------------------------------- -------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100.00 YEAR RAINFALL INTENSITY (INCH /HOUR) = 4.052 15.3AC. Ri = ?8/ /MP. 107 *USER SPECIFIED (SUBAREA) : 19.-I AC - RI = 93, IMP 30% UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8610 SUBAREA AREA(ACRES) = 35.00 SUBAREA RUNOFF(CFS) = 122.12 TOTAL AREA(ACRES) = 44.00 TOTAL RUNOFF(CFS) = 157.15 TC.(MIN) = 11.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 51 -------------------------------------------------------------------=-------- » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW ««< » » >TRAVELTIME THRU SUBAREA ««< - UPSTREAM NODE ELEVATION = 120.00 DOWNSTREAM NODE ELEVATION = 40.00 ' CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 CHANNEL SLOPE = .0421 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 157.15 FLOW VELOCITY(FEET /SEC) = 10.89 FLOW DEPTH(FEET) = 1.58 TRAVEL TIME(MIN.) = 2.91 TC(MIN.) = 14.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,r FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE= 8 .:_-------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100.00 YEAR RAINFALL INTENSITY ( INCH /HOUR) = 3.54.3-----)5 *USER SPECIFIED ( SUBAREA) : 7. f A (!, RL = 93, /N(p.-3o/ UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8400 SUBAREA AREA(ACRES) = 23.00 SUBAREA RUNOFF(CFS) = 68.44 TOTAL AREA(ACRES) = 67.00 TOTAL RUNOFF(CFS) = 225.59 TC(MIN) = 14.49 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 225.59 Tc(MIN.) = 14.49 TOTAL AREA(ACRES) = 67.00 END OF RATIONAL METHOD ANALYSIS t r M. ON -SITE PERCOLATION ANALYSIS 1. Summary of Percolation Analysis 2. Table of Outflow vs. Depth 3. Basin Volume Calculation Sheet 4. Adjustment to Basin Volume Calculations 5. 100- YR/24 -HR Hydrograph for Areas "A ",NBN,N'C", FN,NH ", and "I" 6. 25-M24-HR Hydrograph for Areas "A", "B" , "C ", "F" , "H" , and "I" 7. 10-M24-HR Hydrograph for Areas "A ", "B ", "C ", "F ", "H ", and "I" 8. 100- YW24 -HR 2" Percolation Routing Analysis 9. 25- YW24 -HR 2" Percolation Routing Analysis 10. 10- YR/24 -HR 2" Percolation Routing Analysis 11. 100- YR/24 -HR 4" Percolation Routing Analysis 12. 25- YR/24 -HR 4" Percolation Routing Analysis 13. 10- YR/24 -HR 4" Percolation Routing Analysis 30454.00- 9651 -JR J ROUTING RESULTS FOR THE MINING PIT AREA BASED ON ROUGH GRADING PLAN THE QUARRY AT LA QUINTA APRIL 23, 1993 JOB NO. 30454.02 NOTE: This study was performed using a total debris load of 9,001 CY, 7,539 CY, and 6,658 CY for the 100 year, 25 year and 10 year storm events, respectively. The debris loads were generated for the areas located south of the property (sub -areas "I" & "H "). J 30454.02 - 9323 -JR I 7 BASIN ROUTING RESULTS Return 4 in /hr Percolation Rate 2 in /hr Percolation Rate Period Maximum Time Duration Maximum Time Duration (Years) W.S.E. Required To W.S.E. Required To (feet) Achieve Targeted (feet) Achieve Targeted Elevations . Elevations 100 20.8 20' 21 Hrs. 21.6 20' 1 Day & 6 Hrs. 15' 1 Day & 15 Hrs. 15' 2 Days & 17 Hrs. 10' 2 Days & 10 Hrs. 10' 4 Days & 9 Hrs. 5' 3 Days & 11 Hrs. 5' 6 Days & 9 Hrs. 0' 4 Days & 9 Hrs. 0' 8 Days & 5 Hrs. 25 17.6 15' 1 Day & 4 Hrs. 18.3 .15' 1 Day & 18 Hrs. 10' 1 Day & 23 Hrs. 10' 3 Days & 10 Hrs. 5' 2 Days & 23 Hrs. 5' 5 Days & 10 Hrs. 0.' 4 Days & 2 Hrs. 0' 7 Days & 16 Hrs. 10 12.9 10' 1 Day & 6 Hrs. 13.4 10' 1 Day & 23 Hrs. 5' 2 Days & 6 Hrs. 5' 3 Days & 23 Hrs. 0' 3 Days & 12 Hrs. 0' 6 Days & 11. Hrs. NOTE: This study was performed using a total debris load of 9,001 CY, 7,539 CY, and 6,658 CY for the 100 year, 25 year and 10 year storm events, respectively. The debris loads were generated for the areas located south of the property (sub -areas "I" & "H "). J 30454.02 - 9323 -JR I 7 OUTFLOW IN CFS FOR PERCOLATION RATE OF TWO (2) AND FOUR(4) INCHES PER HOUR NOTE.: (11 Gross Area: acreage encompassed by the contour at the corresponding elevation. (2) Lake Area: area within the gross area which will be a permanent lake in the golf. course. (3) Net Area: difference -in area between the gross area and the lake area. This is the area used to calculate the percolation rate. (4) 2 IN x 1 HR x 1 FT x 43,560 FT2 = 2.0167 CFS HR 3,600 SEC 12 IN 1 AC AC (S) 4 IN = 4.0333 CFS HR AC 30454.02- 9535 -JR GROSS( �) LAKE( �) NET(3) 2 ►.(4) 4 45) ELEV AREA AREA AREA OUTFLOW OUTFLOW (AC.) (AC.) (AC.) (CFS) (CFS) 0 2.52 2.23 0.29 0.58 1.17 2 3.22 2.23 0.99 2.00 3.99 4 5.22 2.65 2.57 5.18 10.36 6 7.06 2.65 4.41 8.89 17.79 8 11.14 4.58 6.56 13.23 26.46 10 14.91 4.58 10.33 20.83 41.66 12 19.41 4.58 , 14.83 29.91 59.81 14 24.60 4.58' 20.02 40.37 80.75 16 27.40 4.58 22.82 46.02 92.04 18 32.17 4.58 27.59 55.64 111.28 20 34.62 4.58 30.04 60.54 121.16 22 39.08 4.58 34.50 69.58 139.15 NOTE.: (11 Gross Area: acreage encompassed by the contour at the corresponding elevation. (2) Lake Area: area within the gross area which will be a permanent lake in the golf. course. (3) Net Area: difference -in area between the gross area and the lake area. This is the area used to calculate the percolation rate. (4) 2 IN x 1 HR x 1 FT x 43,560 FT2 = 2.0167 CFS HR 3,600 SEC 12 IN 1 AC AC (S) 4 IN = 4.0333 CFS HR AC 30454.02- 9535 -JR BASIN VOLUME CALCULATION SHEET Vol. = h (A1 + A2 + Al x A2) NOTE: Area used here is the "gross area", as defined on the previous page, because it will not be affected by the "lake area ". Volume below elevation 0 is not used here, because those volumes will be where the lakes go and it will be difficult to "control" the actual volume. Not considering the volume below elevation 0 will be more conservative. 30454.02- 9321 -JR 3 ELEV h AREA INC. VOL TOTAL VOL. (FT.) (FT.) (AC.) (AC -F1) (AC -F7) 0 2.52 0.00 2 5.73 2 3.22 5.73 2 8.36 4 5.22 14.09 2 12.23 6 7.06 26.32 2 18.05 .8 11.14 44.37 2 25.96 10 14.91 70.33 2 34.22 12 19.41 104.55 2 43.91 14 24.60 148.46 2 51.97 16 2740 200.43 2 59.51 18 32.17 259.94 2 66.77 20 34.62 326.71 2 73.65. 22 39.08 400.36 NOTE: Area used here is the "gross area", as defined on the previous page, because it will not be affected by the "lake area ". Volume below elevation 0 is not used here, because those volumes will be where the lakes go and it will be difficult to "control" the actual volume. Not considering the volume below elevation 0 will be more conservative. 30454.02- 9321 -JR ADJUSTMENT TO BASIN VOLUME CALCULATIONS THE QUARRY AT LA QUINTA NOTE: Volume adjusted for debris loads generated from areas "I" and "H" . (9, 001 CY, 7,539 CY, and 6,658 CY for the 100 -year, 25- year and 10 -year storm events, respectively). 30454.02- 9320 -JR TOTAL ADJUSTED, VOLUME (AC -FT) ELEV, VOL. ' 100-YR 25 -YR 10-YR (AC -Fl) 0 0.00 0.00 0.00 0.00 2 5.73 0.15 1.06 1.60 4 14.09 8.51 9.42 9.96 6 26.32 20.74 21.65 22.19 8 44.37 38.79 39.70 40.24 10 70.33 64.75 65.66 66.20 12 104.55 98.97 99.88 100.42 14 148.46 142.88 143.79 144.33 16 200.43 194.85 195.76 196.30 18 259.94 254.36. 255.27 255.81 20 326.71 321.13 322.04 322.S8 22 400.36 394.78 395.69 396.23 NOTE: Volume adjusted for debris loads generated from areas "I" and "H" . (9, 001 CY, 7,539 CY, and 6,658 CY for the 100 -year, 25- year and 10 -year storm events, respectively). 30454.02- 9320 -JR U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/20/93 ++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +. + + + ++ ----------------------------------------------=------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 YR / 24 -HR HYDROGRAPH FOR AREAS, "All, "B ", "C", "F ", "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA ---------_---------------------------------- ' Draina�c.e Area, =2005 00 Acres 3.133 Sq. Mi. Length along longest watercourse - 11100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = 2.102 Mi. Length along longest watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. ' Slope along watercourse = 815.7838 Ft. /Mi. Average Manning's 'N' = 0.036 r: Lag time = 0.321 Hr. Lag time = 19.26 Min. 25% of lag time = 4.82 Min. 40% of lag time = 7.70 Min. Unit time = 15.00 Min. �. Duration of storm = 24 Hour(s) Area rainfall data: -, Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 2005.00 5.25 10526.25 ' Point rain (area averaged) _ .5.250 (In.) Areal adjustment factor = 99.61% Adjusted average point rain = 5.229 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.733 0.049 ' 78.0 0.268 0.100 0.244 0.129 0.031 33.0 0.733 0.000 0.733 0.111 0.081 32.0 0.742 0.500 0.408 0.027 0.011 Sum (F) = 0.172 Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate (In /Hr) = 0.086 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900• U n i t H y d r o g r a p h II ---------------------------------------------------------------------- Desert S -Curve -------------------------------------------------------------------- Sum = Unit Hydrograph- Data--------------------------------- ---------------- Unit time period - Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Effective Graph % cfs- hrs /in 1 0.250 77.872 10.068 203.4 2 0.500 155.743 45.988 929.3 3 0.750 23.3.615 20.956 423.5 4 1.000 311.487 9.278 187.5 5 1.250 389.359 5.244 106.0 6 1.500 467.230 3.305 66.8 7 1.750 545.102 2.116 42.8 8 2.000 622.974 1.190 24.0 9 2.250 700.845 0.897 18.1 10 2.500 778.717 0.706 14..3 11 2.750 856.589 0.251 5.1 ---------------------------------------------------------------------- Sum = 100.00 Sum= 2020.7 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max ( Low (in. /hr.) 1 0.25 0.20 0.042 0.304 0.038 0.00 2 0.50 0.30 0.063 0.301 0.056 0.01 3 0.75 0.30 0.063 0.297 0.056 0.01 4 1.00 0.40 0.084 0.294 0.075 0.01 1.25 0.30 0.063 0.290 0.056 .0.01 '5 6 1.50 0.30 0.063 0.287 0.056 0.01 . 7 1.75 0.30 0.063 0.284 0.056 0.01 8 2.00 .0.40 0.084 0.280 0.075 0.01 9 2.25 0.40 0.084 0.277 0.075 0.01 10 2.50 0.40 0.084 0.273 0.075 0.01 11 2.75 0.50 0.105 0.270 0.094 0.01 12 3.00 0.50 0.105 0.267 0.094 0.01 13 3.,25 0.50 0.105 0.263 0.094 0.01 14 3.50 0.50 0.105 0.260 0.094 0.01 1 15 16 3.75 4.00 0.50 0.60 0.105 0.126 0.257 0.254 0.094 0.113 0.01 0.01 17 4.25 0.60 0.126 0.250 0.113 0.01 18 4.50 0.70 0.146 0.247 0.132 0.01 '19 4.75 0.70 0.146 0.244 0.132 0.01 20 5.00 -0 *80 0.167 0.241 0.151 0.02 21 5.25 0.60 0.126 0.238 0.113 0..01 5:50 0.70 0.146 0.235 0.132 0.01 '22 * 23 5.75 0.80 0.167 0.232 0.151 0.02 24 6.00 0.80 0.167 0.229 0.151 0.02 25 6.25 0.90 0.188 0.226 0.169 0.02 26 6.'50 0.90 0.188 0.223 0.169 0.02 27 6.75 1.00 0.209 0.220 0.188 0.02 28 7.00 1.00 0.209 0.217 0.188 0.02 7.25 1.00 0.209 0.214 0_188 0.02 '29 30 7.50 1.10 0.230. 0.211 0.02 '1' 7.75 1.20 0.251 0.208 - -- 0.04 8.00 1.30 0.272 0.205 ___ 0.07 '32 33 8.25 1.50 0.314 0.202 0.11 34 8.50 1.50 0.314 0.199 - -- 0.11 35 8.75 1.60 0.335 0.197 - -- 0.14 ' 36 ': 9.00 1.70 0.356 0.194 - -- 0.16 37 9.25 1.90.- 0.397 0.191 - -- 0.21 38 9.50 2.00 0.418 0.188 - -- 0.23 39 9.75 2.10 0.439 0.186 0.25 10 10.00 2.20 0.460 0.183 0.28 .1 10.25 1.50 0.314 0.180 - -- 0.13 42 10.50 1.50 0.314 0.178 ___ 0.14 43 10.75 2.00 0.418 0.175 0.24 44 11.00 2.00 0.418 0.173 - -- 0.25 45 11.25 1.90 0.397 0.170 - -- 0.23 46 11.50 1.90 0.397 0.167 - -- 0.23 47 11.75 1.70 0.356 0.165 - -- 0.19 48 12.00 1.80 0.377 0.163 - -- 0.21 49 12.25 2.50 0.523 0.160 - -- 0.36 50 12.50 2.60 0.544 0.158 - -- 0.39 " 51 12.75 2.80 0.586 0.155 - -- 0.43 52 13.00 2.90 0.607 0.153 ___ 0.45 53 13.25 3.40 0.711 0.151 0.56 54 13.50 3.40 0.711 0.148 - -- 0.56 13.75 2.30 0.481 0.146 - -- 0.33 '55 56 14.00 2.30 0.481 0.144 - -- 0.34 57 14.25 2.70 0.565 0.142 - -- 0.42 58 14.50 2.60 0.544 0.140 - -- 0.40 '59 14.75 2.60 0.544 0.137 ___ 0.41 60 15.00 2.50 0.523 0.135 0.39 61 15.25 2.40 0.502 0.133 - -- 0.37 62 15.50 2.30 0.481 0.131 ___ 0.35 63 15.75 1.90 0.397 0.129 0.27 64 16.00 1..90 0.397 0.127 - -- 0.27 65 16.25 0.40 0.084 0.125 0.075 0.01 '.6 16.50 0.40 0.084 0.123 0.075 0.01 �7 16.75 0.30 0.063 0.122 0.056 0.01 68 17.00 0.30 0.063 0.120 0.056 0.01 69 17.25 0.50 0.105 0.118 0.094 0.01 70 17.50 0.50 0.105 0.116 0.094 0.01 ` 71 17.75 0.50 0.105 0.114 0.094 0.01 72 18.00 0.40 0.084 0.113 0.075 0.01 73 18.25 0.40 0.084 0.111 0.075 0.01 74 18.50 0.40 0.084 0.109 0.075 0.01 75 18.75 0.30 0.063 0.108 0.056 0.01 1 76 19.00 0.20 0.042 0.106 0.038 0.00 77 19.-25 0.30 0.063 0.105 0.056 0.01 78 19.50 0.40 0.084 0.103 0.075 0.01 '79 19.75 0.30 0.063 0.102 0.056 0.01 80 20.00 0.20 0.042 0.101 0.038 0.00 81 20.25 0.30 0.063 0.099 0.056 0.01 82 20.50 0.30 0.063 0.098 0.056 0.01 83 20.75 0.30 0.063 0.097 0.056 0.01 84 21.00 0.20 0.042 0.096 0.038 0.00 85 21.25 0.30 0.063 0.094 0.056 0.01 86 21.50 0.20 0.042 0.093 0.038 0.00 87 21.75 0.30 0.063 0.092 0.056 0.01 88 22.00 0.20 0.042 0.091 0.038 0.00 89 22.25 0.30 0.063 0.090 0.056 0.01 90 22.50 0.20 0.042 0.090 0.038 0.00 �1 22.75 0.20 0.042 0.089 0.038 0.00 23.00 0.20 0.04.2 0.088 0.038 0.00 '92 93 23.25 0.20 0.042 0.087 0.038 0.00 r 94 23.50 0.20 0.042 0.087 0.038 0.00 95 23.75 0.20 0.042 0.087 0.038 0.00 ' 96 24.00 0.20 0.042 0.086 0.038 0-.00 Sum = 100.0 Sum = 10.1 Flood volume = Effective rainfall 2.53 (in.) times area 2005.0 (Ac.) /12 = 422.1 Acre Feet Total soil loss = 2.70 (In.) Total soil loss = 451.670 Acre Feet Total rainfall = 5.23(In.) Flood volume = Effective rainfall 2.53 (in.) times area 2005.0000 (Ac.) times 43560/12 18385908.1 Cubic Feet Total soil loss = 19674747.3 Cubic Feet -------------I--------------------------.----------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 15 Minute intervals (CFS) Time(h +m) Volume(AF) Q(CFS) 0 275.0 550.0 825.0 1100.0 ----------------------------------------------------------------- - - - - -- 0 +15 0 +30 0 +45 1+ 0 1 +15 1 +30 1 +45 2+ 0 2 +15 2 +30 2 +45 3+ 0 3 +15 3 +30 3 +45 4+ 0 4 +15 4+30 4 +45 5+ 0 5 +15 5 +30 5 +45 6+ 0 6 +15 6 +30 6 +45 7+ 0 7 +15 7 +30 7 +45 8+ 0 8 +15 8 +30 8 +45 9+ 0 9 +15 9 +30 9 +45 0.0176 0.1243 0.3078 0.5345 0.8099 1.0738 1.3341 1.6035 1.9141 2.2439 2.5908 2.9825 3.3952 3.8174 4.2451 4.6852 5.1679 5.6790 6.2391 6.8315 7.4577 8.0371 8.6409 9.2941 9.9780 10.7117 11.4780 12.2962 13.1392 13.9875 14.9134 16.3877 18.7115 22.2036 26.3834 31.3999 37.4280 44.8105 53.3433 0.85 5.16 8.88 10.98 13.33 12.77 12.60 13.04 15.03 15.96 16.79 18.96 19.97 20.44 20.70 21.30 23.36 24.74 27.11 28.67 30.31 28.04 .29.22 31.62 33.10 35.51 37.09 39.60 40.80 41.06 44.82 71.35 112.47 169.02 202.30 242.80 291.76 357.31 412.99 Q Q Q Q Q Q Q Q Q Q Q Q Q Q QQ VQ VQ. VQ VQ VQ Q Q Q Q VQ V 0 V Q V Q V Q V Q V I Q Q 10+ 0 62.9331 464.14 10 +15 72.8483 479.89 Q 10 +30 80.4743 369.10 10 +45 87.5843 344.12 V 11+ 0 96.3722 425.33 Q 11 +15 105.8563 459.03 11 +30 115.3000 457.07 11 +45 124.6189 451.04 12+ 0 133.3339 421.80 12 +15 142.8035 458.33 12 +30 155.2778 603.76 12 +45 169.7066 698.35 13+ 0 185.8852 783.04 13 +15 203.7665 865.45 13 +30 224.3379 995.66 13 +45 245.2770 1013.45 14+ 0 262.4889 833.06 14 +15 278.4952 774.70 14 +30 295.4583 821.01 14 +45 312.4795 823.83 15+ 0 329.4009 819.00 15 +15 345.8703 797.12 15 +30 361.7431 768.24 15 +45 376.6547 721.72 16+ 0 389.6904 630.92 16 +15 400.8100 538.19 16 +30 406.5392 277.30 16 +45 409.7501 155.41 17+ 0 411.7639 97.47 Q 17 +15 413.1126 65.28 Q 17 +30 414.1188 48.70 Q 17 +45 414.8885 37.26 Q 18+ 0 415.5074 29.95 Q 18 +15 415.9874 23.23 Q 18 +30 416.3768 18.85 Q 18 +45 416.7248 16.84 Q 19+ 0 417.0208 14.32 Q 19 +15 417.2655 11.85 Q 19 +30 417.5322 12.91 Q 19 +45 417.8353 14.67 Q 20+ 0 418.1075 13.18 Q 20 +15 418.3375 11.13 Q 20 +30 418.5855 12.01 Q 20 +45 418.8421 12.42 Q 21+ 0 419.0920 12.10 Q 21 +15 419.3113 10.62 Q 21 +30 419.5449 .11.31 Q 21 +45 419.7583 10.32 Q 22+ 0 419.9880 11.12 Q 22 +15 420.1982 10.17 Q 22 +30 420.4265 11.05 Q 22 +45 420.6275 9.73 Q 23+ 0 420.8150 9.08 Q 23 +15 420.9971 8.81 Q 23 +30 421.1763 8.67 Q 23 +45 421.3538 8.59 Q 24+ 0 421.5301 8.53 Q 24 +15 421.6882 7.65 Q 24 +30 421.7656 3.74 Q 24 +45 421.8059 1.95 Q V Q ,. V Q V Q V Q V Q V Q V Q V Q V Q V Q V 0 V V 0 m V Q VQ Q Q V Q V Q Q V V V V V V V V V V V V' V V V V V V V .V V V V V V V V V V V V V V V V V V V Q Q Q V Q V Q Q V Q 0 m V Q VQ Q Q V Q V Q Q V V V V V V V V V V V V' V V V V V V V .V V V V V V V V V V V V V V V V V V V r� V V V V V V 25+ 0 421.8299 1.16 Q 25 +15 421.8447 0.72 Q 25 +30 421.8537 0.44 Q 25 +45 421.8590 0.26 Q 26+ 0 421.8622 0.16 Q 26 ±15 '421.8639 0.08 Q 26 +30 421.8644 0.02 Q ----------------------------------------------------------------------- s. r� V V V V V V 1 i t t U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/20/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ± + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 25 YR / 24 -HR HYDROGRAPH FOR AREAS "A ", "B ", "C ", "F", "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA ------------------------=------------------------------------------- Drainage Area = 2005.00 Acres = 3.133 Sq. Mi. Length along longest watercourse = 11100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = . 2.102 -Mi- Length along longest.watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. Slope along watercourse = 815.7838 Ft. /Mi. Average Manning's 'N' = 0.036 factor = 99.61 Lag time = 0.321 Hr. Lag time = 19.26 Min. Adjusted average 25% of lag time = 4.82 Min. 4.233 (In.) 40% of lag time = 7.70 Min: Unit time = 15.00 Min. Impervious Duration of storm = 24 Hour(s) Rate Area% Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 2005.00 4.25 8521.25 Point rain (area averaged) = 4.250 (In.) Areal adjustment factor = 99.61 % Adjusted average point rain = 4.233 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.733 0.049 78.0 0.268 0.100 0.244 0.129 0.031 33.0 0.733 0.000 0.733 0.111 0.081 32.0 0.742 0.500 0.408 0.027 0.011 Sum ( F,) = 0.172' Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate (In /Hr) = 0.086 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 U n i.t H y d r o g r.a p h Desert S -Curve -------------=------------------------------------------------------ Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph ---- (hrs --- - - - - -- Graph - %- .-- cfs_hrs /in -- --- )------------ - - - - -- - - - - -- - - -- 9 1 0.250 77.872 10.068 203.4 2.500 2 0.500 155.743 45.988 929.3 856.589 3 0.750 233.615 20.956 423.5 0.20 4 1.000 311.487 9.278 187.5 2 5 1.250 389.359 5.244 106.0 0.01 6 1.500 467.230 3.305 66.8 0.297 7 1.750 545.102 2.116 42.8 0.40 8 2.000 622.974 1.190 24.0 9 2.250 700.845 0.897 18.1 1 10 2.500 778.717 0.706 14.3 11 2.750 856.589 0.251 5.1 ---- - - - - -- -Sum -_ 100.00 Sum= 2020.7 --------------------- - - - - -- --------------------- - - - - -- ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25 0.20 0.034 0.304 0.030 0.00 2 0.50 0.30. 0.051 0.301 0.046 0.01 3 0.75 0.30 0.051 0.297 0.046 0.01 4 1.00 0.40 0.068 0.294 0.061 0.01 5 1.25 0.30 0.051 0.290 0.046 0.01 6 1.50 0.30 0.051 0.287 0.046 0.01 7 1.75 0.30 0.051 0.284 0.046 0.01 8 2.00 0.40 0.068 0.280 0.061 0.01 '9 2.25 0.40 0.068 0.277 0..061 0.01 10 2.50 0.40 0.068 0.273 0.061 0.01 11 2.75 0.50 0.085 0.270 0.076 0.01 12 3.00 0.50 0.085 0.267 0.076 0.01 13 3.25 0.50 0.085 0.263 0.076 0.01 14 3.50 0.50 0.085 0.260 0.076 0.01 15. 3.75 0.50 0.085 0.257 0.076 0.01 1 16 4.00 0.60 0.102 0.254 0.091 0.01 17 4.25 0.60 0.102 0.250 0.091 0.01 18 4.50 0.70 0.119 0.247 0.107 0'.01 '19 4.75 0:70 0.119 0.244 0.107 0.01 20 5.00 0.80 0.135 0.241 0.122 0.01 21 5.25 0.60 0.102 0.238 0.091 0.01 5.50 0.70 0.119 0.235 0.107 0.01 '22 23 5.75 0.80 0.135 0.232 0.122 0.01 24 6.00 0.80 0.135 0.229 0.122 0.01 25 26 6.25 6.50 0.90 '0.90 0.152 0.152 0.226 0.223 0.137 0.137 0.02 0.02 27 6.75 1.00 0.169 0.220 0.152 0.02 28 7.00 1.00 0.169 0.217 0.152 0.02 29 7.25 1.00 0.169 0.214 0.152 0.02 30 7.50 1.10 0.186 0.211 0.168 0.02 1 7.75 1.20 0.203 0.208 0.183 0.02 32 8.00 1.30 0.220 0.205 ___ 0.02 33 8.25 1.50 0.254 0.202 0.05 34 8.50 1.50 0.254 0.199 - -- 0.05 35 8.75 1.60 0.271 0.197 - -- 0.07 36 9.00 1.70 0.288 0.194 - -- 0.09 37 9.25 X1.90 0.322 0.191 - -- 0.13 38 9.50 2.00 0.339. 0.188. - -- 0.15 ,39 9.75 2.10 0.356 0.186 ___ 0.17 40 10.00 2.20 0.373 0.183 0.19 .1 10.25 1.50' 0.254 0.180 - -- 0.07 42 10.50 1.50 0.254 0.178 ___ 0.08 43 10.75 2.00 0.339 0.175 0.16 44 11.00 2.00 0.339 0.173 - -- 0.17 45 11.25 1.90 0.322 0.170 - -- 0.15 46 11.50 1.90 0.322 0.167 - -- 0.15 47 11.75 1.70 0.288 0.165 - -- 0.12 48 12.00 1.80 0.305 0.163 - -- 0.14 49 12.25 2.50 0.423 0.160 - -- 0.26 50 '12.50 2.60 0.44.0 0.158 - -- 0.28 51 12.75 2.80 0.474 0.155 - -- 0.32 52 13.00 2.90 0.491 0.153 - -- 0.34 53 13.25 3.40 0.576 0.151 - -- 0.43 54 13.50 3.40 0.576 0.148 - -- 0.43 55 13.75 2.30 0.389 0.146 ___ 0.24 56 14.00 2.30 0.389 0.144 0.25 57 14.25 2.70 0.457 0.142 - -- 0.32 58 14.50 2.60 0.440 0.140 - -- 0.30 59 14.75 2.60 0.440 0.137 ___ 0.30 60 15.00 2.50 0.423 0.135 0.29 61 15.25 2.40 0.406 0.133 - -- 0.27 1 62 15.50 2.30 0.389 0..13,1 ___ 0.26 63 15.75 1.90 0.322 0.129 0.19 64 16.00 1.90 0.322' 0.127 - -- 0.19 65 16.25 0.40 0.068 0.125 0.061 0.01 '6 16.50 0.40 0.068 0.123 0.061 0.01 j7 16.75 0.30 0.051 0.122 0.046 0.01 68 17.00 0.30 0.051 0.120 0.046 0.01 69 17.25 0.50 0.085 0.118 0.076 0.01 70 17.50 0.50 0.085 0.116 0.076 0.01 71 17.75 0.50 0.085 0.114 0.076 0.01 72 18.00 0.40 0.068 0.113 0.061 0.01 1 73 18.25 0.40 0.068 0.111 0.061 0.01 74 18.50 0.40 0.068 0.109 0.061 0.01 18.75 0.30 0.051 0.108 0.046 0.01 I75 76 19.00 0.20 0.034 0.106 0.030 0.00 77 19.25 0.30 0.051 0.105 0.046 0.01 78 19.50 0.40 0.068 0.103 0.061 0.01 '79 19.75 0.30 0.051 0.102 0.046 0.01 80 20.00 0.20 0.034 0..101 0.030 0.00 81 20.25 0.30 0.051 0.099 0.046 0.01 20.50 0.30 0.051 0.098 0.046 0.01 '82 83 20.75 0.30 0.051 0.097 0.046 0.01 . 84 21.00 0.20 0.034 0.096 0.030 0.00 85 21.25 0.30 0.051 0.094 0.046 0.01 86 21.50 0.20 0.034• 0.093 0.030 0.00 87 21.75 0.30 0.051 0.092 0.046 0.01 88 22.00 0.20 0.034 0.091 0.030 0.00 89 22.25 0.30 0.051 0.090. 0.046 0.01 90 22.50 0.20 0.034 0.090 0.030 0.00 1 22.75 0.20 0.034 0.089 0.030 0.00 92 23.00 0.20 0.0.34 0.088 0.030 0.00 93 23.25 0.20 0.034 0.087 0.030 0.00 94 23.50 0.20 0.034 0.087 0.030 0.00 95 23.75 0.20 0.034 0.087 0.030 0.00 96 24.00 0.20 0.034 0.086 0.030 0.00 I t 11 t Sum = 100.0 Sum= 7.1 Flood volume = Effective rainfall 1.78 (in.) times area 2005.0 (Ac'.) /12 = 298.2 Acre Feet Total soil loss = 2.45 (In.) Total soil loss = 409.134 Acre Feet Total rainfall = 4.23(In.) Flood volume = Effective rainfall 1.78 (in.) times area 2005.0000 (Ac.) times 43560/12 12989111.5 Cubic ,Feet Total soil loss = 17821895.2 Cubic Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -----------------------------------------------=--------------------- Hydrograph in 15 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(AF) Q(CFS) 0 200.0 400.0 600.0 800.0 ----------------------------------------------------------------------- 0 +15 0.0142 0.69 Q 0 +30 0.1006 4.18 Q 0 +45 0.2491 7.19 Q 1+ 0 0.4327 8.88 Q 1 +15 0.6556 10.79 Q 1 +30 0.8693 10.34 Q 1 +45 1.0800 10.20 Q 2+ 0 1.2981 10.56 Q 2 +15 1.5495 12.17 Q 2 +30 1.8165 12.92 Q 2 +45 2.0974_ 13.59 Q 3+ 0 2.4144 15.35 Q 3 +15 2.7485 16.17 Q 3 +30 3.0903 16.54 Q 3 +45 3.4365 16.76 Q 4+ 0 3.7928 17.24 Q 4 +15 4.1835 18.91 Q 4 +30 4.5973 20.02 VQ 4 +45 5.0507 21.95 VQ 5+ 0 5.5303 23.21 VQ 5 +15 6.0372 24.54 VQ 5 +30 6.5062 22.70 VQ 5 +45 6.9950 23.66 VQ 6+ 0 7.5238 25.59 Q 6 +15 8.0774 26.79 Q . 6 +30 8.6714 28.75 Q 6 +45 9.2917 30.02 Q 7+ 0 9.9541 32.06 Q 7 +15 10.6365 33.03 Q 7 +30 11.3356 33.84. Q 7 +45 12.0803 36.04 Q 8+ 0 12.8545 37.47 Q 8 +15 13.7077 41.29 VQ 8 +30 15.2440 74.36 VQ 8 +45 17.2254 95.90 V Q 9+ 0 19.8282 125.98 V Q 9 +15 23.2224 164.28 V Q 9 +30 27.7047 216.94 V Q 9 +45 33.1214 262.17 V I Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V V V 10+ 0 39.4009 303.93 V Q 10 +15 45.9559 317.26 10 +30 50.6764 228.47 Q Q 10 +45 55.0001 209.27 Q 11+ 0 60.7029 276.01 V 11 +15 66.9899 304.29 IV 11 +30 73.2645 303.69 Q 11 +45 79.4582 299.78 12+ 0 85.1829 277.08 12 +15 91.5382 307.60 -•! 12 +30 100.3455 426.27 12 +45 110.7541 503.78 13+ 0 122.5983 573.26 13 +15 135.8398 640.88 13 +30 151.2775 747.19 13 +45 167.0313 762.48 14+ 0 179.7859 617.32 14 +15 191.5824 570.95 14 +30 204.1712 609.30 14 +45 216.8245 612.42 ?. 15+ 0 229.4141" 609.34 15 +15 241.6548 592.45 15 +30 253.4292 569.88 15 +45 264.4419 533.02 16+ 0 273.9522 460.30 16 +15 282.0277 390.85 16 +30 286.2119 202.52 16 +45 288.5732 114.29 17+ 0 290.0615 72.03 Q 1 17 +15 291.0659 48.61 Q 17 +30 291.8272 36.85 Q 17 +45 292.4190 28.64 Q 18+ 0 292.9011 23.33 Q 18 +15 293.2799 18.34 Q 18 +30 293.5927 15.14 Q ' 18 +45 293.8744 13.64 Q 19+ 0 294.1140 11.60 Q. 19 +15 294.3121 9.59 Q 19 +30 294.5280 10.45 Q 19 +45 294.7733 11.87 Q 20+ 0 294.9937 10.67 Q 20 +15 295.1798 9.01 Q '20 +30 295.3806 9.72 Q 20 +45 295.5883 10.05 Q 21+ 0 295.7906 9.79 Q 21 +15 295.9682. 8.59 Q 21 +30 296.1573 9.15 Q 21 +45 296.3300 8.36 Q 22+ 0 296.5160 9.00 Q 22 +15 296.6862 8.24 Q 22 +30 296.8710 8.94 Q 22 +45 297.0337 7.88 Q 23+ 0 297.1855 7.35 Q 23 +15 297.3329 7.13 Q 23 +30 297.4780 7.02 Q 23 +45 297.6217 6.96 Q 24+ 0 297.7644 6.91 Q 24 +15 297.8924 6.19 Q 24 +30 297.9550 3.03 Q 24• +45 297.9877 1.58 Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V Q V Q Q VQ Q Q Q V V Q Q Q V Q Q IV Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Q V Q V Q VQ Q Q V Q Q Q Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V fl 1 1 v V V V V' V V 25+ 0 298.0070 0.94 Q 25 +15 298.0190 0.58 Q 25 +30 298.0263 0.35 Q 25 +45 298.0306 0.21 Q 26+ 0 298.0332 0.13 Q 26 +15 298.0346 0.07 Q ---------=------------------------------------=------------------------ 26 +30 298.0349 0.02 Q 1 1 v V V V V' V V L� t 1 t U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/20/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ --------------------------------------------------=--------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------------------------------------------------------ 10 YR / 24 -HR HYDROGRAPH. FOR AREAS "A ", "B ", "C ", "F ", "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 2005.00 Acres = 3.133 Sq. Mi. Length along longest watercourse = 11100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = 2.102 Mi. Length along longest watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. Slope along watercourse = 815.7838 Ft. /Mi. Average Manning's 'N' = 0.036 Lag time = 0.321 Hr. Lag time = 19.26 Min. 25% of lag time = 4.82 Min. 40% of lag time = 7.70 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 2005.00 3.00 6015.00 Point rain (area averaged) = 3.000 (In.) Areal adjustment factor = 99.61 % Adjusted average point rain = 2.988 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.733 0.049 78.0 0.268 0.100 0.244 0.129 0.031 33.0 0.733 0.000 0.733 0.111 0.081 32.0 0.742 0.500 0.408 0.027 0.011 Sum (F) = 0.172 Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate (In /Hr) = 0.086 (for 24 hour storm duration) Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.900 U n i t H y d r o g r a p h r 'S-Curve Desert -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) - - - - -- Graph---------------- --- -in - - - - -- ---- -- ------------------- 1 0.250 77.872 10.068 203.4 2 0.500 1.55.743 45.988 929.3 3 0.750 233.615 20.956 423.5 4 1.000 311.487 9.278 187.5 5 1.250 389.359 5.244 106.0 6 1.500 467.230 3.305 66.8 7 1.750 545.102 2.116 42.8 8 2.000 622.974 1.190 24.0 9 2.250 700.845 0.897 18.1 10 2.500 778.717 0.706 14.3 11 2.750 856.589 0.251 5.1 --------------------------------------------------------------- Sum = 100.00 Sum= 2020.7 Unit Time Pattern Storm Rain Loss rate(In: /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25' 0.20 0.024 0.304 0.022 0.00 0.50 0.30 0.036 0.301 0.032 0.00 '2 3 0.75 0.30 0.036 0.297 0.032 0.00 4 1.00 0.40 0.048 0.294 0.043 0.00 1.25 0.30 0.036 0.290 0.032 0.00 '5 6 1.50 0.30 0.036 0.287 0.032 0.00 7 1.75 0.30 0.036 0.284 0.032 0.00 8 2.00 0.40 0.048 0.280 0.043 0.00 '9 2.25 0.40 0.048 0.277 0.043 0.00 10 2.50 0.40 0.048 0.273 0.043 0.00 11 2.75 0.50 0.060 0.270 0.054 0.01 12 3.00 0.50 0.060 0.267 0.054 0.01 1 13 3.25 0.50 0.060 0.263 0.054 0.01 14 3.50 0.50 0.060 0.260 0.054 0.01 15 3.75 0.50 0.060 0.257 0.054 0.01 16 4.00 0.60 .0.072 0.254 0.065 0.01 17 4.25 0.60 0.072 0.250 0.065 0.01 18 4.50 0.70 0.084 0.247 0.075 0.01 '19 4.75 0.70 0.084 0.244 0.075 0.01 20. 5.00 0.80 0.096 0.241 0.086 0.01 21 5.25 0.60 0.072 0.238 0.065 0.01 22 5.50 0.70 0.084 0.235 0.075 0.01 23 5.75 0.80 0.096 0.232 0.086 0.01 24 6.00 0.80 0.096 0.229 0.086 0.01 25 .6.,25 0.90 0.108 0.226 0.097 0.01 26 6.50 0.90 0.108 0.223 0.097 0.01 27 6.75. 1.00 0.120 0.220 0.108 0.01 28 7.00 1.00 0.120 0.217 0.108 0.01 29 7.25 1.00 0.120 0.214 0.108 0.01 30 7.50 1.10 0.131 0.211 0.118 0.01 1 7.75 1.20 0.143 0.208 0.129 0.01 32 8.00 1.30 0.155 0.205 0.140 0.02 33 8.25 1.50 0.179 0.202 0.161 0.02 34 8.50 1.50 0.179 0.199 0.161 0.02 35 8.75 1.60 0.191 0.197 0.172 0.02 ' 36 9.00 1.70 0.203 0.194 - -- 0.01 72 18.00 0.40 0.048 0.113 0.043 0.00 73 18.25 0.40 0.048 0.111 0.043 0.00 74 18.50 0.40 0.048 0.109 0.043 0.00 75 18.75 0.30 0.036 0.108 0.032 0.00 '85 37 9.25 1.190 0.227 0.191 - -- 0.04 38 9.50 2.00 0.239 0.188 - -- 0.05 39 9.75 2.10 0.251 0.186 - -- 0.07 '. ^0 10.00 2.20 0.263 0.183 - -- 0.08 1 10.25 1.50 0.179 0.180 0.161 0.02 42 10.50 1.50 0.179 0.178 - -- 0.00 43 10.75 2.00 0.239 0.175. - -- 0.06 44 11.00 2.00 0.239 0.173 - -- 0.07 94 11.25 1.90 0.227 0.170' - -- 0.06 '45 . 46 11.50 1.90 0.227 0.167 - -- 0.06 • 47 11.75 1.70 0.203 0.165 - -- 0.04 48 49 12.00 12.25 1.80 2.50 0.215 0.299 0.163 0.160 - -- - -- 0.05 0.14 50 12.50 2.60 0.311 0.158 - -- 0.15 51 12.75 2.80 0.335 0.155 - -- 0.18 52 13.00 2.90 0.347 0.153 - -- 0.19 53 13.25 3.40 0.406 0.151 - -- 0.26 54 13.50 3.40 0.406 0.148 - -- 0.26 13.75 2.30 0.275 0.146 - -- 0.13 '55 56 14.0.0 2.30 0.275 0.144 - -- 0.13 57 14.25 2.70- 0.323 .0.142 - -- 0.18 ' 58 59 14.50 14.75 2.60 2.60 0.311 0.311 0.140 0.137 - -- __- 0.17 0.17 60 15.00 2.50 0.299 0.135 0.16 61 15.25 2.40 0.287 0.133 - -- 0.15 62 15.50 2.30 0.275 0.131 - -- 0.14 63 15.75 1.90 0.227 0.129 - -- 0.10 64 16.00 1.90 0.227 0.127 - -- 0.10 65 16.25 0.40 0.048 0.125 0.043 0.00 6 16.50 0.40 0.048 0.123 0.043 0.00 �7 16.75 0.30 0.036 0.122 0.032 0.00 68 17.00 0.30 0.036 0.120 0.032 0.00 '69 17.25 0.50 0.060 0.118 0.054 0.01 70 17.50 0.50 0.060 0.116 0.054 0.01 71 17.75 0.50 0.060 0.1.14 0.054 0.01 72 18.00 0.40 0.048 0.113 0.043 0.00 73 18.25 0.40 0.048 0.111 0.043 0.00 74 18.50 0.40 0.048 0.109 0.043 0.00 82 20.50 0.30 0.036 0.098 0.032 0.00 83 20.75 0.30 0.036 0.097 0.032 0.00 84 21.00 0.20 0.024 0.096 0.022 0.00 75 18.75 0.30 0.036 0.108 0.032 0.00 '85 76 19.00 0.20 0.024 0.106 0.022 0.00 77 19.25 0.30 0.036 0.105 0.032 0.00 78 19.50 0.40 0.048 0.103 0.043 0.00 '. 79 19.75 0.30 0.036 0.102 0.032 0.00 80 20.00 0.20 0.024 ,0.101 0.0'22 0.00 81 20.25 0.30 0.036 0.099 0.032 0'.00 82 20.50 0.30 0.036 0.098 0.032 0.00 83 20.75 0.30 0.036 0.097 0.032 0.00 84 21.00 0.20 0.024 0.096 0.022 0.00 21.25 0.30 0.036 0.094 0.032 0.00 '85 86 21.50 0.20 0.024 0.093 0.022 0.00 87 21.75 0.30 0.036 0.092 0.032 0.00 88 22.00 0.20 0.024 0.091 0.022 0.00 89 22.25 0.30 0.036 0.090 0.032 0.00 90 22.50 0.20 0.024 0.090 0.022 0.00 1 22.75 0.20 0.024 0.089 0.022 0.00 J2 23.00 0.20 0.024 0.088 0.022 0.00 93 23.25 0.20 0.024 0.087 0.022 0.00 94 23.50 0.20 0.024 0.087 0.022 0.00 95 23.75 0.20 0.024 0.087 0.022 0.00 ' 96 24.00 0.20 0.024 0.086 0.022 0.00 -------------------------------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1j 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ' -------------------------------------=------------------------- Hydrograph in 15 Minute intervals (CFS) -------------------------------------------------------------------- Time(h +m) Volume(AF) Q(CFS) 0 125.0 250.0 375.0 500.0 1 ----------------------------------------------------------------- - - - - -- 0 +15 0.0100 0.49 Q 0 +30 0.0710 Sum = 100.0 0 +45 Sum = 3.6 5.07 Flood volume = Effective-rainfall 0.91 (in.) Q times area 2005.0 (Ac.) /12 = .151.9 Acre Feet 1 +30 Total soil loss = 2.08 (In.) 1 +45 0.7623 Total soil loss = 347.394 Acre Feet 0.9163 7.45 Total rainfall = 2.99(In.) 8.59 Q Flood volume = Effective rainfall 0.91 (in.) r times area 2005.0000 (Ad.) times 43560/12 1.7043 = 6616470.3 Cubic Feet 1.9401 11.41 Total soil loss = 15132475.6 Cubic Feet -------------------------------------------------------------------- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1j 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ' -------------------------------------=------------------------- Hydrograph in 15 Minute intervals (CFS) -------------------------------------------------------------------- Time(h +m) Volume(AF) Q(CFS) 0 125.0 250.0 375.0 500.0 1 ----------------------------------------------------------------- - - - - -- 0 +15 0.0100 0.49 Q 0 +30 0.0710 2.95 Q 0 +45 0.1759 5.07 Q 1+ 0 0.3054 6.27 Q 1 +15 0.4628 7.62 Q 1 +30 0.6136 7.30 Q 1 +45 0.7623 7.20 Q 2+ 0 0.9163 7.45 Q 2 +15 1.0938 8.59 Q 2 +30 1.2822 9.12 Q 2 +45 1.4805 9.60 Q 3+ 0 1.7043 10.83 Q 3 +15 1.9401 11.41 Q 3 +30 2.1814 11.68 Q 3 +45 2.4258 11.83 Q 4+ 0 2.6772 12.17 Q 4 +15 2.9531 13.35 VQ 4 +30 3.2451 14.13 VQ 4 +45 3.5652 15.49 VQ 5+ 0 3.9037 16.38 Q 5 +15 4.2616 17.32 Q 5 +30 4.5926 16.02 Q 5 +45 4.9377 16.70 Q 6+ 0 5.3109 18.07 Q 6 +15 5.7017 18.91 Q 6 +30 6.1210 20.29 Q 6 +45 6.5589 21.19 Q 7+ 0 7.0264 22.63 Q 7 +15 7.5081. 23.32 Q 7 +30 8.0016 23.88 QV 7 +45 8.5273 25.44 Q 8+ 0 9.0941 27.43 Q 8 +15 9.7107 29.84 Q 8 +30 10.3918 32.97 Q 8 +45 11.1083 34.68 Q 9+ 0 11.8220 34.54 QV 9 +15 12.4811 31.90 QV 9 +30 13.6389 56.04 VQ 9 +45 15.3417 82.42 V 0 FLOOD HYDROGRAPH ROUTING PROGRAM ,• Copyright (c) CIVILCADD /CIVILDESIGN; 1991 Study date: 04/23/93 100 YEAR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF TWO (2) INCHES PER HOUR QUARRY AT LA QUINTA PROJECT FILENAME: Y100 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: h24100.rte ' ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 106 Time interval = 15.0 (Min.) ' Maximum /Peak flow rate = 1013.5 (CFS) Total volume = 421.86 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data ----------------------------------------------------- --------- - - - - -- Total number of inflow hydrograph intervals = 106 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) ' Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------- - - - - -- Depth vs. Storage and Depth vs Discharge data Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ' ---0-.--000 -------- --000 --------- --000 --------- ---000 ---------- ---000 ----------------- 0 0 0 0 0.010 0.010 0.580 0.004 0.016 2.000 0.150 2.000 0.129 0.171 ' 4.000 8.510 5.180 8.456 8.564 6.000 20.740 8.890 20.648 20.832 8.000 10.000 38.790 64.750 13.230 20.830 38.653 64.535 38.927 64.965 0.500 5.2 1.0 0.054 O 0.6 0.750 8.9 2.0 0.168 0 2.0 1.000 11.0 2.1 0.331 0 2.0 1.250 13.3 2.1 0.538 0 I 12.000 98.970 29.910 98.661 99.279 1.500 14.000 16.000 142.880 194.850 40.370 46.020 142.463 194.375 143.297 195.325 9.250 18.000 254.360 55.640 253.785 254.935 12.6 20.000 321.130 60.540 320.505 321.755 ' 22.000 394.780 69.580 394.061 -- 395_499 --------- 2.4 2.5 ------------------------------------------- Hydrograph Detention Basin - - - - - -- Routing '. --------------------------------------------------------------------- 40.8 2.2 2.3 10.752 2.500 .. Graph values: 'I'= unit inflow; 101= outflow at time shown 7.500 --------------------------------------------------------------------- Time Inflow Outflow Storage OI Depth .:(Hours) (CFS) (CFS) (AC.Ft) .0 253.4 506.7 760.1 1013.5 (Ft.) 12.234 0.250 0.9 0.3 0.005 0 19.0 2.8 2.297 0 I I 0.0 0.500 5.2 1.0 0.054 O 0.6 0.750 8.9 2.0 0.168 0 2.0 1.000 11.0 2.1 0.331 0 2.0 '5.500 28.0 4.4 6.524 0 3.5 5.750 29.2 4.6 7.023 0 3.6 6.000 31.6 4.8 7.554 O 3.8 1.250 13.3 2.1 0.538 0 I 6.1 3.9 2.1 6.500 1.500 12.8 2.2 0.762 O 6.6 9.250 4.0 11.4 2.1 37.1 1.750 12.6 2.3 0.978 0 357.3 4.1 37.621 7.000 2.2 5.6 2.000 2.250 13.0 15.0 2.4 2.5 1.194 1.433 0 0 4.3 7.250 40.8 2.2 2.3 10.752 2.500 16.0 2.6 1.701 0 I 7.500 41.1 6.1 2.4 OI 2.750 16.8 2.7 1.985 0 7.750 44.8 6.3 12.234 2.4 3.000 19.0 2.8 2.297 0 I I 2.5 3.250 20.0 2.9 2.640 0 2.6 3.500 20.4 3.1 2.995 0 2.7 3.750 20.7 3.2 3.355 0 2.8 '.000 21.3 3.4 3.721 0 2.9 3.250 23.4 3.5 '4.111 0 2.9 4.500 24.7 3.7 4.534 O 3.0 4.750 27.1. 3.8 4.992 0 3.2 5.000 28.7 4.0 5.487 0 3.3 5.250 30.3 4.2 6.011 0 3.4 '5.500 28.0 4.4 6.524 0 3.5 5.750 29.2 4.6 7.023 0 3.6 6.000 31.6 4.8 7.554 O 3.8 '8.000 71.4 6.6 13.300 0 I 4.8 8.250 112.5 7.2 15.057 0 I 5.1 8.500 169.0 8.0 17.808 0 I 5.5 8.750 6.250 33.1 5.0 8.120 OI I 6.1 3.9 242.8 6.500 35.5 5.2 8.723 OI 0 6.6 9.250 4.0 11.4 6.750 37.1 5.4 9.363 OI 7.2 9.500 357.3 4.1 37.621 7.000 39.6 5.6 10.040 OI 22.7 71.695 0 4.3 7.250 40.8 5.9 10.752 OI 344.1 24.5 78.576 4.4 I 7.500 41.1 6.1 11.474 OI 11.000 425.3 26.5 4.5 0 7.750 44.8 6.3 12.234 OI 11.250 11.500 459.0 457.1 4.6 '8.000 71.4 6.6 13.300 0 I 4.8 8.250 112.5 7.2 15.057 0 I 5.1 8.500 169.0 8.0 17.808 0 I 5.5 8.750 202.3 9.1 21.467 0 I 0 I 6.1 9.000 242.8 10.1 25.867 0 I 17.7 54.011 0 6.6 9.250 291.8 11.4 31.167 O I 479.9 20.4 7.2 9.500 357.3 12.9 37.621 0 I 7.9 9.750 413.0 15.1 45.289 0 I 8.5 10.000 464.1 17.7 54.011 0 I 9.2 .250 479.9 20.4 63.370 0 I 9.9 369.1 22.7 71.695 0 I 10.4 r0.5-00 10.750 344.1 24.5 78.576 O I 10.8 11.000 425.3 26.5 85.998 0 I 11.2 11.250 11.500 459.0 457.1 28.7 31.0 94.564 103.411 0 0 I I 11.7 12.2 I 11.750 451.0 33.0 112.131 0 I 12.6 12.000 421.8 35.0 120.445 O .12.250 458.3 37.0 128.793 0 I I 13.0 13.4 ?.500 603.8 39.4 138.975 0 I 13..8 ..750 .698.4 41.3 151.592 0 I 14.3 13.000 783.0 42.9 166.026 0 I 14.9 13.250 865.5 44.6 182.152 0 I 15.5 '13.500 995.7 46.9 200.432 0 I 16.2 1013.5 50.1 220.185 0 --,,.,14 I 16.9 113.750 .000 833.1 53.0 238.195 0 I 17.5 14.250 774.7 55.5 253.683 0 I 18.0 14.500 821.0 56.7 269.008 0 14.750 823.8 57.9 284.816 0 I I 18.4 18.9 ;;15.000 ,819:0 59.0 300.580 0 I 19.4 15.250 797.1 60.2 316.044 0 I 19.8 15.500 768.2 61.7 330.955 0 I 20.3 721.7 63.5 345.054 0 I 20.6 16.000 630.9 65.0 357.700 0 I 21.0 538.2 66.3 368.421 0 I 21.3 ,16.250 16.500 277.3 67.2 375.465 0 I 21.5 •16.750 155.4 67.6 378.543 0 I 21.6 17.000 97.5 67.7 379.757 OI :17.' 250 65.3 67.8 380.039 0 21.6 21.6 17.500 48.7 67.7 379.816 IO 21.6 17.750 37.3 67.7 379.305 IO 21.6 18.000 30.0 67.6 378.602 I 0 21.6 18.250 23.2 67.5 377.756 I O 21.5 "18.500 18.9 67.4 376.797 I O 21.5 16.8 67.2 375.775 I 0 21.5 118.75.0 . .000 14.3 67.1 374.709 'I 0 21:5 -._j.250 11.8 67.0 373.594 I 0 21.4 19.500 12.9 66.8 372.468 I 0 21.4 19.750 14.7 66.7 371.373 I 0 21.4 .20.000 13.2 66.6 370.284 'I 0 21.3. 20.250 11.1 66:4 369.161 I O 21.3 20.500 12.0 66.3 368.029 I O 21.3 20.750 12.4 66.2 366.912 I O 21.2 21.000 12.1 66.0 365.800 I O 21.2 21.250 10.6 65.9 364.672 I'O 21.2 21.500 11.3 65.7 363.539 I 0 21.2 .:21.750 10.3 65.6 362.405 I 0 21.1 22.000 11.1 65.5 361.273 I 0 21.1 22.250 10.2 65.3 360.142 I 0 21.1 22.500 11.0 65.2 359.013 I 0 21.0 22.750 9.7 65.1 357.882 I 0 21.0 9.1 64.9 356.733 I 0 21.0 '23.000 23.250 8.8 64.8 355.579 I 0 20.9 •23.500 8.7 64.6 354.422 I 0 20.9 23.750 8.6 64.5 353.267 I 0 20.9 1 24.000 8.5 64.3 352.113 I O 20.8 , 24.250 7.7 64.2 350.952 I 0 20.8 24.500 3.7 64.1 349.745 I 0 20.8 124.750 2.0 63.9 348.482 I 0 20.7 95.000 1.2 63.7 347.196 I 0 20.7 .250 0.7 63.6 345.900 I 0 20.7 0.4 63.4 344.600 I O 20.6 ,e.5.500 25.750 0.3 63.3 343.298 IO 20.6 ,26.000 0.2 63.1 341.997 IO 20.6 '26.250 0.1 62.9 340.697 IO .26.500 0.0 62.8 339.400 IO 20.5 20.5 t 28.750 0.0 61.4 327.858 IO : 26.750 0.0 62.6 338.104. IO 20.5 J 27.000 X7.250 0.0 0.0 62.5 62.3 336.812 335.523 IO IO 20.4 20.4 -7.500 0.0 62.1 334.238 IO 20.4 .750 0.0 62.0 332.955 IO 20.3 X8.000 0.0 61.8 331.676 IO 20.3 ;28.250 0.0 61.7 330.400 IO 20.3 `28.500 0.0 61.5 329.127 IO 20.2 30.500 0.0 60.4 319.059 IO 19.9 30.750 0.0 60.3 317.812 IO 19.9 31.000 0.0 60.2 316.567 IO 19.9 28.750 0.0 61.4 327.858 IO 40.750 0.0 56.7 20.2 '31.250 29.000 0.0 61.2 326.591 IO IO 18.4 41.250 20.1 _.29.250 _ :.250 0.0 61.1 325.328 IO 288.451 IO IO 20.1 29.500 0.0 60.9 324.069 IO 58.1 287.250 IO 20.1 29.750 '0.0 60.7 322.812 IO 0.0 58.0 286.052 20.0 30.000 0.0 60.6 321.558 IO 37.500 0.0 57.9 20.0 - 30.250 0.0 60.5 320.308 IO '`37.750 0.0 20.0 30.500 0.0 60.4 319.059 IO 19.9 30.750 0.0 60.3 317.812 IO 19.9 31.000 0.0 60.2 316.567 IO 19.9 33.000 0.0 59.5 306.676 IO 19.6 33.250 0.0 59.4 305.448 IO 19.5 •33.500 0.0 59.3 304.222 IO 19.5 36.250 0.0 60.1 315.324 IO 40.750 0.0 56.7 19.8 '31.250 31.500 0.0 60.0 314.083 IO IO 18.4 41.250 19.8 .31.750 _ :.250 0.0 59.9 312.844 IO 288.451 IO IO 19.8 32.000 0.0 59.8 311.607 IO 58.1 287.250 IO 19.7 32.250 0.0 59.8 310.371 IO 0.0 58.0 286.052 19.7 32.500 0.0 59.7 309.138 IO 37.500 0.0 57.9 19.6 - 32.750 0.0 59.6 307.906 IO '`37.750 0.0 19.6 33.000 0.0 59.5 306.676 IO 19.6 33.250 0.0 59.4 305.448 IO 19.5 •33.500 0.0 59.3 304.222 IO 19.5 '35.500 0.0 58.6 294.480 IO 19.2 .35.750 0.0 58.5 293.270 IO 19.2 36.000 0.0 58.4 292.063 IO 19.1 36.250 0.0 59.2 302.998 IO 40.750 0.0 56.7 19.5 '33.750 .000 0.0 59.1 301.775 IO IO 18.4 41.250 19.4 56.6 _ :.250 0.0 59.0 300.555 IO 288.451 IO IO 19.4 34.500 0.0 58.9 299.336 IO 58.1 287.250 IO 19.3 34.750 0.0 58.9 298.119 IO 0.0 58.0 286.052 19.3 35.000 0.0 58.8 296.904 IO 37.500 0.0 57.9 19.3 IO 35.250 0.0 58.7 295.691 IO '`37.750 0.0 19.2 '35.500 0.0 58.6 294.480 IO 19.2 .35.750 0.0 58.5 293.270 IO 19.2 36.000 0.0 58.4 292.063 IO 19.1 39.750 0.0 57.1 274.166 IO 18.6 140.000 0.0 57.0 272.987 IO 18.6 ' .250 0.0 56.9 271.810 IO 18.5 Y0.500 36.250 0.0 58.3 290.857 IO 40.750 0.0 56.7 269.461 19.1 '.36.500 .41.000 0.0 58.2 289.653 IO 18.4 41.250 0.0 56.6 19.1 :36.750 18.4 0.0 58.1 288.451 IO IO 18.3 19.0 37.000 0.0 58.1 287.250 IO 19.0 1 37.250 0.0 58.0 286.052 IO 18.9 37.500 0.0 57.9 284.855 IO 18.9 '`37.750 0.0 57.8 283.660 IO 18.9 38.000 0.0 57.7 282.467 IO 18.8 0.0 57.6 281.276 IO 18.8 ,.38.250 !38.500 0.0 57.5 280.086 IO 18.8 38.750 39.000 0.0 0.0 57.4 57.4 278.898 277.713 IO IO 18.7 18.7 39.250 0.0 57.3 276.528 IO 18.7 39.500 0.0 57.2 275.346 IO 18.6 39.750 0.0 57.1 274.166 IO 18.6 140.000 0.0 57.0 272.987 IO 18.6 ' .250 0.0 56.9 271.810 IO 18.5 Y0.500 .0.0 56.8 270.635 IO 18.5 40.750 0.0 56.7 269.461 IO 18.5 .41.000 0.0 56.7 268.290 IO 18.4 41.250 0.0 56.6 267.120 IO 18.4 41.500 0.0 56.5 265.952 IO 18.3 43.000 0.0 56.0 258.981 IO 18.1 43.250 0.0 55.9 257.825 IO 18.1 43.500 0.0 55.8 256.671 IO 18.1 43.750 0.0 55.7 255.519 IO IO 4 1 .750 0.0- 56.4 264.786 IO 18.3 243.062 42.000 0.0 56.3 263.621 IO 18.3 .253.221 42.250 0.0 56.2 262.458 IO 18.2 0.0 '.500 0.0 56.1 261.297 IO 18.2 17.9 .750 0.0 56.1 260.138 IO 18.2 43.000 0.0 56.0 258.981 IO 18.1 43.250 0.0 55.9 257.825 IO 18.1 43.500 0.0 55.8 256.671 IO 18.1 43.750 0.0 55.7 255.519 IO IO 18.0 44.000 0.0 55.6 254.368 IO 243.062 IO IO 18.0 44.250 0.0 55.5 .253.221 IO 53.6 241.952 IO 18.0 44.500 0.0 55.3 252.077 IO 0.0 0.0 53.5 53.3 240.846 239.743 17.9 44.750 0.0 55.1 250.937 IO 47.500 0:0 .53.1 17.9 ;45.000 0.0 54.9 249.800 IO 47.750 0.0 17.8 45.250 0.0 54.7 248.668 IO 17.4 IO 50.250 17.8 45.500 0.0 54.5 247.539 IO 17.8 45.750 0.0 54.4 246.414 IO 17.7 '46.000 0.0 54.2 245.293 IO 17.7 48.000 0.0 52.7 236.457 IO 17.4 250 0.0 52.6 235.369 IO 17.4 `48.500 0.0 52.4 234.285 IO 17.3 46.250 0.0 54.0 244.176 IO 17.7 i48.750 46.500 0.0 53.8 243.062 IO IO 17.6 .-:,j.250 46.750 0.0 53.6 241.952 IO 220.513 IO 17.6 47.000 47.250 0.0 0.0 53.5 53.3 240.846 239.743 IO IO 50.0 219.478 IO 17.5 17.5 47.500 0:0 .53.1 238.644 IO 0.0 49.8 218.447 17.5 47.750 0.0 52.9 237.549 IO .52.500 0.0 49.7 17.4 48.000 0.0 52.7 236.457 IO 17.4 250 0.0 52.6 235.369 IO 17.4 `48.500 0.0 52.4 234.285 IO 17.3 50.500 0.0 51.0 225.739 IO 17.0 50.750 0.0 50.8 224.687 IO 17.0 51.000 0.0 50.7 223.638 IO 17.0 51.250 0.0 52.2 233.204 IO 17.3 i48.750 " .000 0.0 52.0 232.127 IO IO 17.3 .-:,j.250 16.9 0.0 51.9 231.054 IO 220.513 IO 17.2 49.500 0.0 51.7 229.984 IO 50.0 219.478 IO 17.2 49.750 0.0 51.5 228.917 IO 0.0 49.8 218.447 17.1 50.000 0.0 51.4 227.854 IO .52.500 0.0 49.7 17.1 IO 50.250 0.0 51.2 226.795 I0. 52.750 0.0 17.1 50.500 0.0 51.0 225.739 IO 17.0 50.750 0.0 50.8 224.687 IO 17.0 51.000 0.0 50.7 223.638 IO 17.0 51.250 0.0 50.5 222.593 IO 16.9 51.500 0.0 50.3 221.551 IO 16.9 51.750 0.0 50.2 220.513 IO 16.9 52.000 0.0 50.0 219.478 IO 16.8 '52.250 0.0 49.8 218.447 IO 16.8 .52.500 0.0 49.7 217.4.19 IO 16.8 52.750 0.0 49.5 216.395 I0 16.7 53.000 0.0 49.3 215.373 IO 16.7 t 53.250 0.0 49.2 214.356 IO 16.7 '53.500 0.0 49.0 213.342 IO 16.6 53.750 54.000 0.0 0.0 48.8 48.7 212.331 2111323 IO IO 16.6 16.6 ;.54.250 0.0 48.5 210.319 IO 16.5 54.500 0.0 48.4 209.318 IO 16.5 1,54.750 0.0 48.2 208.321 IO 16.5 95-.000 0.0 48.0 207.326 IO 16.4 .250 0.0 47.9 206.336 IO 16.4 0.0 47.7 205.348 IO 16.4 '55.500 55.750 0.0 47.6 204.364 IO 16.3 `56.000 0.0 47.4 203.383 IO 16.3 56.250 0.0 47.2 202.405 IO 16.3 56.500 0.0 47.1 201.431 IO 16.2 ''56.750 0.0 46.9 200.460 IO 16.2 57.000 0.0 46.8 199 ".492 IO I I I I 16.2 57.250 0.0 46.6 198.527 IO 16.1 '7.500 0.0 46.5 197.565 IO 16.1 .750 0.0 46.3 196.607 IO 16.1 58.000 0.0 46.1 195.652 IO IO 16.0 58.250 0.0 46.0 194.700 IO IO 16.0 58.500 0.0 45.9 193.751 IO 175.203 IO 16.0 0.0 45.8 192.803 IO 43.8 174.298 IO 15.9 158.750 59.000 0.0 45.7 191.858 IO 0.0 43.7 173.394 15.9 _,w59.250 0.0 45.6 190.915 IO -*.250 0.0 43.6 15.8 59.500 0.0 45.5 189.974 IO 15.1 64.500 0.0 15.8 59.750 0.0 45.4 189.035 IO IO 15.1 15.8 60.000 0.0 45.3 188.099 IO IO 15.1 15.7 60.250 0.0 45.2 187.164 IO 15.7 60.500 0.0 45.1 186.232 IO 15.7 60.750 0.0 45.0 185.301 IO IO 15.6 -61.000 0.0 4.4.9 184.373 IO 167.125 IO 15.6 0.0 44.8 183.446 IO 42.9 166.237 IO 15.6 14.9 66.250 0.0 42.8 165.352 IO 1161*250 61.500 0.0 44.7 182.522 IO '66.500 0.0 42.7 15.5 ......61.750 0.0 44.6 181.600 IO 14.8 66.750 0.0 15.5 62.000 0.0 44.5 180.680 IO 14.8 67.000 15.5 '62.250 0.0 44.4 179.762 IO 15.4 62.500 0.0 44.3 178.846 IO 15.4 62.750 0.0 44.2 177.932 IO 15.3 63.000 0.0 44.1 177.021 IO IO 14.4 15.3 63.250 0.0 44.0 176.111 IO 14.4 15.3 -'63.500 0.0 43.9 175.203 IO 14.3 15.2 41.2 0.0 43.8 174.298 IO 14.3 15.2 163*750 .000 0.0 43.7 173.394 IO '0.500 70.750 0.0 41.1 15.2 -*.250 0.0 43.6 172.492 IO 71.000 0.0 41.0 148.899 15.1 64.500 0.0 43.5 171.593 IO 0.0 40.9 148.052 IO 15.1 0.0 43.4 170.695 IO 40.8 147.207 IO 15.1 ,64.750 65.000 0.0 43.3 169.800 IO 15.0 " ~65.250 0.0 43.2 168.906 IO 15.0 65.500 0.0 43.1 168.014 IO 15.0 5.750 V 0.0 43.0 167.125 IO 14.9 6.000 0.0 42.9 166.237 IO 14.9 66.250 0.0 42.8 165.352 IO 14.9 '66.500 0.0 42.7 164.468 IO 14.8 66.750 0.0 42.6 163.587 IO 14.8 67.000 0.0 42.5 162.707 IO 14.8 67.250 0.0 42.4 161.829 IO 14.7 67.500 0.0 42.3 160.954 IO 14.7 67.750 0.0 42.2 160.080 IO 14.7 0.0 42.1 159.208 IO 14.6 ;68,000 68.250 0.0 42.1 158.338 IO 14.6 68.500 0.0 42.0 157.471. IO 14.6 68.750 0.0 41.9 156.605 IO 14.5 69.000 0.0 41.8 155.741 IO 14.5 69.250 0.0 41.7 154.879 IO 14.5 r69.500 0.0 41.6 154.019 IO 14.4 69.750 0.0 41.5 153.160 IO 14.4 70.000 0.0 41.4 152.304 IO 14.4 .250 0.0 41.3 151.450 IO 14.3 0.0 41.2 150.598 IO 14.3 '0.500 70.750 0.0 41.1 149.747 IO 14.3 71.000 0.0 41.0 148.899 IO 14.2 71.250 0.0 40.9 148.052 IO 14.2 '71.500 0.0 40.8 147.207 IO 14.2 '86.750 0.0 30.7 102.155 O 1,= I 1 1 12.1 0.0 30.5 101.523 0 12.1 '87.000 87.250 0.0 30.4 100.894 0 12.1 -1.500 0.0 30.2 100.268 O 12.1 .750 0.0 30.1 99.645 0 12.0 88.000 0.0 29.9 99.026 O 12.0 .188.250 0.0 29.8 98.409 0 12.0 88.500 0.0 29.6 97.796 0 11.9 88.750 0.0 29.4 97.186 O 11.9 89.000 0.0 29.3 96.579 O 11.9 -= 89.250 0.0 29.1 95.976 0 11.8 89.500 0.0 29.0 95.376 0 11.8 89.750 0.0 28.8 94.780 O 11.8 :90.000 0.0 28.6 94.186 0 11.7 90.250 0.0 28.5 93.596 O 11.7 0.0 28.3 93.009 O 11.7 '90.500 ,90.750 0.0 28.2 92.425 0 11.6 91.000 0.0 28.0 91.845 O 11.6 0.0 27.9 91.268 0 11.5 '91.250 '91.500 0.0 27.7 90.693 O 11.5 . 91.750 0.0 27.6 90.122 O 11.5 92.000 0.0 27.4 89.554 O 11.4 92.250 0.0 27.3 88.990 O 11.4 92.500 0.0 27.1 88.428 0 11.4 92.750 0.0 27.0 87.869 0 11.4 0.0 26.8 87.314 O 11.3 '93.000 93.250 0.0 26.7 86.761 O 11.3 "93.500 0.0 26.5 86.212 0 11.3 0.0 26.4 85.665 0 11.2 '93.750 .000 0.0 26.2 85.122 0 11.2 .250 0.0 26.1 84.581 O 11.2 94.500 0.0 25.9 84.043 0 11.1 94.750 0.0 25.8 83.509 O 11.1 9 0.0 25.7 82.977 0 11.1 95.250 0.0 25.5 82.448 O 11.0 0.0 25.4 81.922 0 11.0 195.500 1,95.750 0.0 25.2 81.399 O 11.0 -96.000 0.0 25.1 80.879 O 10.9 96.250 0.0 25.0 80.361 O 10.9 ' 96.500 0.0 24.8 79.847 O 10.9 96.750 0.0 24.7 79.335 0 10.9 97.000 0.0 24.6 78.826 0 10.8 '97.250 0.0 24.4 78.320 0 10.8 97.500 0.0 24.3 77.817 0 10.8 97.750 0.0 24.2 77.316 O 10.7 98.000 0.0 24.0 76.818 0 10.7 98.250 0.0 23.9 76.323 0 10.7 98.500 0.0 23.8 75.831 0 10.6 0.0 23.6 75.341 O 10.6 l.98 99.000 0.0 23.5 74.854 O 10..6 99.250 0.0 23.4 74.369 0 10.6 99.500 0.0 23.3 73.887 0 10.5 0.0 23.1 73.408 0 10.5 199.750 00.000 0.0 23.0 72.932 O 10.5 .250 0.0 22.9 72.458 O 10.5 v0.500 0.0 22.8 71.986 O '10.4 00.750 0.0 22.6 71.518 O 10.4 y01.000 0.0 22.5 71.052 O 10.4 101.250 0.0 22.4 70.588 O 10.3 01.500 0.0 22.3 70.127 0 10.3 -01.750 0.0 22.1 69.668 0 10.3 02.000 0.0 22.0 69.212 O 10.3 02.250 0.0 21.9 68.758 0 10.2 - -1.500 0.0 21.8 68.307 O 10.2 ..750 0.0 21.7 67.859 O 10.2 03.000 0.0 21.5 67.413 O 10.2 ..03.250 0:0 21.4 66.969 O 10.1 `iO3.500 0.0 21.3 66.527 0 10.1 103.750 0.0 21.2 66.089 O 10.1 04.000 0.0 21.1 65.652 O 10.1 '_04.250 0.0 21.0 65.218 O 10.0 04.500 0.0 20.8 64.786 O 10.0 04.750 0.0 20.7 64.357 O 10.0 - 05.000 0.0 20.6 63.930 O 9.9 105.250 0.0 20.5 63.506 O 9.9 105.500 0.0 20.3 63.084 0 9.9 05.750 0.0 20.2 62.665 O 9 °.8 106.000 0.0 20.1 62.249 O 9.8 0.0 20.0 61.835 O 9.8 106.250 06.500 0.0 19.9 61.423 O 9.7 06.750 0.0 19.7 61.014 O 9.7 07.000 0.0 19.6 60.608 O 9.7 07.250 0.0 19.5 60.204 O 9.6 07.500 0.0 19.4 59.802 0 9.6 107.750 0.0 19.3 59.403 0 9.6 0.0 19.1 59.006 0 9.6 108.000 0.0 19.0 58.612 O 9.5 1-08.250 08.500 0.0 18.9 58.220 O 9.5 108.750 0.0 18.8 57.830 O 9.5 .000 0.0 .18.7 57.443 O 9.4. 250 0.0 18.6 57.058 O 9.4 09.500 0.0 18.5 56.675 O 9.4 09.750 0.0 18:4 56.294 0 9.3 .10.0.00 0.0 18.2 55.916 0 9.3 110.250 0.0 18.1 55.541 O 9.3 0.0 18.0 55.167 0 9.3 1110.500 .10.750 0.0 17.9 54.796 O 9.2 - 11.000 0.0 17.8 54.427 0 9.2 11.250 0.0 17.7 54.060 0 9.2 11.500 0.0 17.6 53.695 O .9.1 11.750 0.0 17.5 53.333 O 9.1 112.000 0.0 17.4 52.973 O 9.1 112.250 0.0 17.3 52.615 O 9.1 :12.500 0.0 17.2 52.259 O 9.0 112.750 0.0 17.1 51:905 0 9.0 0.0 17.0 51.553 O 9.0 11.13.000 .13.250 0.0 16.9 51.204 O 9.0 .13.500 0.0 16.8 50.856 O 8.9 13.750 0.0 16.7 50.511 O .8.9 14.000 0.0 16.6 50.168 0 8.9• . 0.0 16.5 49.827 0 8.9 114.500 0.0 .16.4 49.488 0. 8.8 14.750 0.0 16.3 49.151 0 8.8 15.000 0.0 16.2 48.816 O 8.8 .250 0.0 16.1 48.483 0 8.7 15.500 0.0 16.0 48.152 0 8.7 1:15.750 0.0 15.9 47.823 O 8.7 16.000 0.0 15.8 47.496 .0 8.7 116.250 0.0 15.7 47.171 O 8.6 16.500 t 0.0 15.6 46.848 0 8.6 18.000 0.0 15.0 44.950 0 8.5 18.250 0.0 14.9 44.640 0 8.5 118.500 0.0 14.9 44.332 0 8.4 18.750 0.0 14.8 44.026 0 8.4 19.000 0.0 14.7 43.722 0 8.4 ,:19.250 0.0 14.6 43.420 0 8.4 19.500 0.0 14.5 43.120 O X16.750 0.0 15.5 46.527 0 14.4 42.821 0 8..6- 17.000 0.0 15.4 46.207 0 42.524, 0 8:6 17.250 0.0 15.3 45.890 0 0 8.5 '7.500 0.0 15.2 45.575 0 8.0 8.5 .750 0.0 15.1 45.261 0 8.0 23.500 8.5 18.000 0.0 15.0 44.950 0 8.5 18.250 0.0 14.9 44.640 0 8.5 118.500 0.0 14.9 44.332 0 8.4 18.750 0.0 14.8 44.026 0 8.4 19.000 0.0 14.7 43.722 0 8.4 ,:19.250 0.0 14.6 43.420 0 8.4 19.500 0.0 14.5 43.120 O 31.500 0.0 8.3. 19.750 0.0, 14.4 42.821 0 8.3 20.000 0.0 14.3 42.524, 0 8.3 120.250 0.0 14.2 42.229 0 8.3 20.500 0.0 14.2 41.936 0 8.2 20.750 0.0 14.1 41.644 0 8.2 '121.000 0.0 14.0 41.355 0 8.2 21.250 0.0 13.9 41.067 0 8.2 .;21.500 0.0 13.8 40.780 0 8.2 :..121.750 0.0 13.7 40.496 0 8.1 22.000 0.0 13.6 40.213 0 31.500 0.0 8.1 22.250 0.0 13.6 39.932 0 8.1 .:22.500 0.0 13.5 39.653 0 8.1 122.750 0.0 13.4 39.375 0 8.0 '.23.000 0.0 13.3 39.099 0 8.0 23.250 0.0 13.2 38.824 0 8.0 23.500 0.0 13.2 38.552 0 8.0 23.750 0.0 13.1 38.280 0 7.9 .000 0.0 13.0 38.010 0 7.9 �'...� .250 24.500 0.0 0.0 13.0 12.9 37.741 37.474 0 0 7.9 7.9 24.750 0.0 12.8 37.207 0 7.8 25.000 0.0 12.8 36.943 0 7.8 125.250 0.0 12.7 36.679 O 7.8 25.500 0.0 12.7 36.417 0 7.7 25.750 0.0 12.6 36.156 0 7.7 -26.000 0.0 12.5 35.896 0 7.7 26.250 0.0 12.5 35.638 0 31.500 0.0 7.7 26.500 0.0 12.4 35.381 0 7.6 ..;26.750 0.0 12.3 35.125 0 7.6 127.000 0.0 12.3 34.871 0 7.6 27.250 0.0 12.2 34.617 0. 7.5 ..27. 500 0.0 12.2 34.365 0 7.5 `127.750 0.0 12.1 34.115 0 7.5 28.000 0.0 12.0 33.865 0 7.5 28.250 0.0 12.0 33.617 0 7.4 X28.500 0.0 11.9 33.370 0 7.4 28.750 0.0 11.9 33.124 0 31.500 0.0 7.4 29.000 0.0 11.8 32.880 0 7.3 29.250 0.0 11.8 32.636 0 7.3 129.500 0.0 11.7 32.394` 0 7.3 29.750 0.0 11.6 32.153 0 7.3 .30.000 0.0 11.6 31.913 0 7.2 .250 0.0 11.5 31.675 0 7.2 X0.500 0.0 11.5 31.437 0 7.2 30.750 0.0 11.4 31.201 0 7.2 X31.000 0.0 11.3 30.966 0 7.1 31.500 0.0 11.2 30.499 0 I I I I 7.1 '31.750 0.0 11.2 30.268 0 I 7.1 132.000 0.0 11.1 30.037 0 7.0 32.250' 0.0 11.1 29.808 0 7.0 l?. 500 0.0 11.0 29.580 0 7.0 ..750 0.0 11.0 29.353 0 7.0 0.0 10.9 29.127 0 6.9 ,33.000 .33.250 0.0 10.9 28.902 0 6.9 133.500 0.0 10.8 28.678 0 6.9 33.750 0.0 10.7 28.456 0 6.9 34.000 0.0 10.7 28.234 0 6.8 •_:34.250 0.0 10.6 28.014 0 6.8 134.500 0.0 10.6 27.795 0 6.8 0.0 10.5 27.577 0 6.8 ,34.750 35.000 0.0 10.5 27.359 0 6.7 135.250 0.0 10.4 27.143 0 6.7 0.0 10.4 26.928 0 6.7 135.500 ,35. 750 0.0 10.3 26.715 0 6.7 ,136.000 0.0 10.3 26.502 0 6.6 36.250 0.0 10.2 26.290 0 6.6 36.500 0.0 10.2 26.079 0 6.6 ,.;:36.750 0.0 10.1 25.870 0 6.6 137.000 0.0 10.1. 25.661 0 6.5 37.250 0.0 10.0 25.453' 0 6.5 3 0.0 10.0 25.247 0 6.5 137.750 0.0 9.9 25.041 0 6.5 38.000 0.0 9.9 24.837 0 6.5 .38.250 0.0 9.8 24.633 0 6.4 °38.500 0.0 9.8 24.431 0 6.4 38.750 0.0 9.7 24.229 0 6.4 .000 0.0 9.7 24.029 0 6.4 _j.250 0.0 9.6 23.829 0 6.3 .139.500 0.0 9.6 23.631 0 .6.3 39.750 0.0 9.5 23.433 0 6.3 40.000 0.0 9.5 23.236 0 6.3 140.250 0.0 9.4 23.041 0 6.3 40.500 0.0 9.4 22.846 0 6.2 40.750 0.0 9.3 22.653 0 6.2 .:41.000 0.0 9.3 22.460 0 6.2 41.250 0.0 9.3 22.268 0 6.2 41.500 0.0 9.2 22.077 0 6.1 .41.750 0.0 9.2 21.887 0 6.1 142.000 0.0 9.1 21.699 0 6.1 42.250 0.0 9.1 21.511 0 6.1 42.500 0.0 9.0 21.324 0 6.1 142.750 0.0 9.0 21.137 0 6.0 43.000 0.0 8.9 20.952 0 6.0 43.250 0.0 8.9 20.768 0 6.0 X43.500 0.0 8.8 20.585 0 6.0 143.750 0.0 8.8 20.403 0 5.9 144.000 -44.250 0.0 8.7 20.222 0 5.9 0.0 8.7 20.042 0 5.9 144.500 0.0 8.6 19.863 0 5.9 44.750 0.0 8.6 19.685 0 5.8 .45.000 0.0 8.5 19.509 0 5.8 .250 0.0 8.5 19.333 0 5.8 ,*5.500 0.0 8.4 19.159 0 5.7 45.750 0.0 8.4 18.986 0 5.7 46.000 0.0 8.3 18.814 0 5.7 146.250 0.0 8.3 18.643 0 5.7 '.46.500 0.0 8.2 18.473 0 5.6 '46.750 0.0 8.2 18.304 O 5.6 47.000 0.0 8.1 18.136 0 5.6 17.250 0.0 8'.0 17.969 O 5.5 "7.500 0.0 8.0 17.803 0 5.5 .750 0.0 7.9 17.638 0 5.5 48.000 0.0 7.9 17.475 0 5.5 '18.250 0.0 7.9 17.312 0 5.4 1'48.500 0.0 7.8 17.150 0 5.4 48.750 0.0 7.8 16.990 O 5.4 19.000 0.0 7.7 16.830 0 5.4 z�19.250 0.0 7.7 16.671 0 5.3 149.500 0.0 7.6 16.514 0 5.3 49.750 0.0 7.6 16.357 0 5.3 50.000 0.0 7.5 16.201 0 5.3 150.250 0.0 7.5 16.046 O 5.2 50.500 0.0 7.4 15.893 O 5.2 50.750 0.0 7.4 15.740 0 5.2 X51.000 0.0 7.3 15.588 0 5.2 51.250 0.0 7.3 15.437 0 5.1 51.500 0.0 7.2 15.287 0 5.1 ?1.750 0.0 7.2 13.138 0 5.1 152.000 0.0 7.1 14.990 0 5.1 52.250 0.0 7.1 14.843 0 5.0 :52.500. 0.0 7.1 14.697 0 5.0 152.750 0.0 7.0 14.551 0 5.0 53.000 0.0 7.0 14.407 0 5.0 53.250 0.0 6.9 14.263 0 4.9 =53.500 0.0 6.9 14.121 O 4.9 53.750 0.0 6.8 13.979 0 4.9 .000 0.0 6.8 13.838 O 4.9 _ :.250 0.0 6.8 13.698 0 4.8 154.500 0.0 6.7 13.559 0 4.8 1.54.750 0.0 6.7 13.421 0 4.8 55.000 0.0 6.6 13.283 0 4.8 `155.250 0.0 6.6 13.147. 0 4.8 0.0 6.5 13.011 0 4.7 r55.500 0.0 6.5 12.876 0 4.7 56.000 0.0 6.5 12.742 0 4.7 0.0 6.4 12.609 0 4.7 056.250 56.500 .56.750 0.0 6.4 12.477 0 4.6 0.0 6.3 12.345 0 4.6 157.000 0.0 6.3 12.215 0 4.6 57.250 0.0 6.3 12.085 0 4.6' 57.500 0.0 6.2 11.956 0 4.6 "1'57.750 0.0 6.2 11.828 0 4.5 58.000 0.0 6.1 11.700 0 4.5 58.250 0.0 6.1 11.574 0 4.5 X58.500 0.0 6.1 11.448 0 4.5 58.750 0.0 6.0 11.323 0 4.5 59.000 0.0 6.0 11.199 0 4.4 •59.250 0.0 6.0 11. 075 0 4.4 159.500 0.0 5.9 10.952 0 4.4 0.0 5.9 10.830 0 4.4 '59.750 0.0 5.8 10.709 0 4.4 .250 0.0 5.8 10.589 0 4.3 0.500 0.0 5.8 10.469 0 4.3 60.750 0.0 5.7 10.350 0 4.3 161.00,0 0.0 5.7 10.232 0 4.3 161.250 0.0 5.7 10.115 0 4.3 1 61.500 0.0 5.6 9.998 0 4.2 '61.750 0.0 5.6 9.882 0 4.2 162.000 0.0 5.6J 9.767 0 4.2 62.250 0.0 5.5 9.652 •0 4.2 "?.500 0.0 5.5 9.538 0 4.2 ..750 0.0 5.5 9.425 0 4.1 63.000 0.0 5.4 9.313 O 4.1 63.250 0.0 5.4 9.201 0 4.1 x63.500 0.0 5.4 9.090 0 4.1 63.750 0.0 5.3 8.980 0 4.1 64.000 0.0 5.3 8.870 0 4.1 ...;64.250 0.0 5.3 8.761 0 4.0 164.500 0.0 5.2 8.653 0 4.0 `64.750 t 0.0 5.2 8.545 0 4.0 ; 65.000 0.0 5.2 8.438 0 4.0 165.250 0.0 5.1 8.332 0 4.0 0.0 5.1 8.227 0 3,9 'x.65.500 .,65.750 0.0 5.0 8.123 0 3.9 .166.000 0.0 5.0 8.019 0 3.9 66.250 0.0 5.0 7-.916 0 3,9 66.500 0.0 4.9 7.814 0 3,8 66.750 0.0 4.9 7.713 0 3,8 167.000 0.0 4.8 7.613 0 3,8 167.250 0.0 4.8 7.513 0 3,8 167.500 0.0 4.8 7.414 0 3,7 "167.750 0.0 4.7 7.316 0 3,7 0.0 4.7 7.219 0 3,7 t68.000 68.250 0.0 4.7 7.123 0 3.7 268.500 0.0 4.6 7.027 0 3.6 68.750 0.0 4.6 6.932 0 3.6 .000 0.0 4.5 6.838 0 3.6 250 0.0 4.5 6.744 0 3.6 169.500 0.0 4.5 6.651 0 3.6 169.750 0.0 4.4 6.559 0 3.5 :,.70.000 0.0 4.4 6.468 0 3.5 170.250 0.0 4.4 6.377 0 3.5 70.500 0.0 4.3 6.287 0 3.5 70.750 0.0 4.3 6.198 0 3.4 .71.000 0.0 4.3 6.110 0 3.4 71.250 0.0 4.2 6.022 0 3.4 71.500 0.0 4.2 5.935 0 3.4 71.750 0.0 4.2 5.848 0 3.4 172.000 0.0 4.1 5.763 0 3.3 72.250 0.0 4.1 5.678 O 3.3 !.72.500 0.0. 4.1 5.593 0 3.3 '172.750 0.0 4.0 5.509 0 3.3 73.000 0.0 4.0 5.426 0 3.3 73.250 0.0 4.0 5.344 0 3,2 X73.500 0.0 3.9 5.262 0 3.2 173.750 0.0 3.9 5.181 0 3,2 74.000 0.0 3.9 5.100 0 3.2 .74.250 0.0 3.9 5.020 0 3,2 174.500 0.0 3.8 4.941 0 3.1 0.0 3.8 4.862 0 3.1 174.750 :75.000 0.0 3.8 4.784 0 3.1 .250 0.0 3.7 4.707 0 3.1 15.500' 0.0 3.7 4.630 0 3.1 75.750 0.0 3.7 4.554 0 3.1 =76.000 0.0 3.6 4.478 0 3.0 176.250 0.0 3.6 4.403 0 3.0 76.500 0.0 3.6 4.329 0 3.0 ,176.750 0.0 3.6 4.255 O - 3.0 77.000 0.0 3.5 4.181 O 3.0 77.250 0.0 3.5 4.109 0 2.9 -7.500 0.0 3.5 4.037 0 2.9 .750 .0.0 3.5 3.965 0 2.9 78.000 0.0 3.4 3.894 0. 2.9 1 .78.250 0.0 3.4 3.824 0 2.9 i78.500 0.0 3.4 3.754 0 2.9 78.750 0.0 3.3 3.684 0 2.8 79.000 0.0 3.3 3.615 0 2.8 .:.79.250 0.0 3.3 3.547 0 2.8 79.500 0.0 3.3 3.479 0 2.8 79.750 t,80 0.0 3.2 3.412 0 2.8 .000 0.0 3.2 3.345 0 2.8 180.250 0.0 3.2 3.279 0 2.7 80.500 0.0 3.2 3.214 0 2.7 80.750 0.0 3.1 3.148 0 2.7 X81.000 0.0 3.1 3.084 0 2.7 81.250 0.0 3.1 3.020 0 2.7 81.500 0.0 3.1 2.956 0 2.7 ;81.750 0.0 3.0 2.893 0 2.7 182.000 0.0 3.0 2.830 0 2.6 82.250 0.0 3.0 2.768 0 2.6 500 0.0 3.0 2.707 0 2.6 182.750 0.0 2.9 2.645 0 2.6 83.000 0.0 2.9 2.585 0 2.6 :83.250 0.0 2.9 2.524 0 2.6 °83.500 0.0 2.9 2.465 0 2.6 83.750 0.0 2.9 2.405 0 2.5 .000 0.0 2.8 2.347 0 2.5 ,.,:.- - *.250 0.0 2.8 2.288 0 2.5 184.500 0.0 2.8 2.230 0 2.5 184.750 0.0 2.8 2.173 0 2.5 1.85. 0.0 2.7 2.116 0 2.5 185.250 0.0 2.7 .2.059 0 2.5 .85.750 0.0. 2.7 2.003 0 2.4 185.500 0.0 2.7 1.948 0 2.4 86.000 0.0 2.7 1.892 0 2.4 86.250 0.0 2.6 1.838 0 2.4 86.500 0.0 2.6 1.783 0 .2.4 .86.750 0.0 2.6 1.729 0 2.4 187.000 0.0 2.6 1.676 0 2.4 1.87.250 0.0 2.6 1..623 0 2.4 87.500 0.0 2.5 1:570 0 2.3 '87.750 0.0 2.5 1.518 0 2.3 88.000 0.0. 2.5 1.466 0 2.3 88.250 0.0 2.5 1.414 0 2.3 188.500 0.0 2.5 1.363 0 2.'3 88.750 0.0 2.4 1.313 0 2.3 89.000 0.0 2.4 1.262 0 2.3 89.250 0.0 2.4 1.212 0 2.3 189.500 0.0 2.4 1.163 0 2.2 .90.000 0.0 2.4 1.114 0 2.2 189.750 0.0 2.3 1.065 0 2.2 .250 0.0 2.3 1.017 0 2.2 -jJ.500 0.0 2.3 0.969 0 2.2 90.750 0.0 2.3 0.921 0 2.2 191.000 0.0 2.3 0.874 0 2.2 191.250 0.0 2.3 0.827 0 2.2 '91.500 0.0 2.2 0.781 0 2.2 31.750 92.000 92.250 ".500 ..750 1 93.000 ':93.250 1`93.500 93.750 94.000 ,_:94.250 194.500 k94.750 95. 000 195.250 95.500 95.750 'i96.000 96.250 96.500 ;96.750 I., t t t 0.0 2.2 0.735 0 2.1 0.0 2.2 0.689 0 2.1 0.0 2.2 0.644 0. 2.1 0.0 2.2 0.599 0 2.1 0.0 2.2 0.554 0 2.1 0.0 2.1 0.510 0 2.1 0.0 2.1 0.466 0 2.1 0.0 2.1 0.422 0 2.1 0.0 2.1 0.379 0 2.1 0.0 2.1 0.336 0 2.0 0.0 2.1 0.293 0 2.0 0.0 2.0 0.251 0 .2.0 0.0 2'.0 0.209 0 2.0 0.0 2.0 0.167 0 2.0 0'.0 1.8 0.128 0 1.7 0.0 1.4 0.095 0 1.2 0.0 1.2 0.068 0 0.8 0.0 0.9 0.046 0 0.5 0.0 0.8 0.028 0 0.3 0.0 0.6 0.014 0 0.1 0.0 0.3 0.005 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = .787 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 67.8 (CFS) Total volume = 421.86 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD HYDROGRAPH ROUTING PROGRAM. ' Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 --------------------------------------------------------------------- 25 YR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF TWO (2) INCHES PER HOUR Quarry at La Quinta project FILENAME: 25YR The Kieth Companies, Moreno Valley Office - SIN 538 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: h2425y.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = . 106 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 762.5 (CFS) Total volume = 298.03 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ' Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 106 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) --------------------------------------=----------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) ' Initial basin outflow --------------------------------------------------------------------- = 0.00 (CFS) ' -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.*Ft) --------------------------------------------------------------------- 0.000 0 000 0 000 0 000 0 000 0.010 0:010 0.580 0 '.004 0.016 2.000 1.060 2.000 1.039 1.081 4.000 9.420 5.180 9.366 9.474 6.000 21.650 8.890 21.558 21.742 8.000 39.700 13.230 39.563 39.837 10.000 65.660 20.830 65.445 65.875 n I. Time (Hours) 0.250 0.500 0.750 1.000 ' 1.250 1.500 Y: 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 .000 . . 250 4.500 4.750 5.000 5.250 5.500 5.750 6.000 6.250 6.500 6.750 `7.000 ' 7.250 7.500 7.750 8.000 8.250 8.500 8.750 ' 9.000 9.250 9.500 '9.750 10.000 .250 �J.500 '10.750 11.000 11.250 11.500 12.000 99.880 29.910 99.571 100.189 14.000 143.790 40.370 143.373 144.207 16.000 195.760 46.020 195.285 196.235 18.000 255.270 55.640 254.695 255.845 20.000 322.040 60.540 321.415 322.665 22.000 395.690 69.580 394.971 396.409 -------------------------------------- --------------------------------------------------------------- Hydrograph Detention 7 ----------------------------- Basin Routing - - - - -- Graph values: 'I'= unit inflow; Inflow Outflow Storage (CFS) (CFS) (Ac.Ft) .0 0.7 0.3 0.004 0 4.2 0.6 0.046 0 7.2 0.8 0.149 0 8.9 1.0 0.297 0 10.8 1.2 0.477 0 10.3 1.5 0.668 0 10.2 1.7 0.847 0 10.6 2.0 1.024 0 12.2 2.1 1.217 0 12.9 2.1 1.433 0 13.6 2.2 1.662 0 15.3 2.3 1.914 0 16.2 2.4 2.190 O 16.5 2.5 2.477 0 16.8 2.6. 2.767 0 17.2 2.8 3.063 0 18.9 2.9 3.378 0 20.0 3.0 3.719 0 21.9 3.2 4.089 0 23.2 3.3 4.489 0 24.5 3.5 4.912 OI 22.7 3.6 5.327 0 23.7 3.8 5.729 O 25.6 3..9 6.158 OI 26.8 4.1 6.616 OI 28.7 4.3 7.103 OI 30.0 4.5 7.620 OI 32.1 4.7 8.166 OI 33.0 4.9 8.739 OI 33.8 5.1 9.326 OI 36.0 5.3 9.939 OI 37.5 5.5 10.587 OI 41.3 5.7 11.284 OI 74.4 6.1 12.356 0 95.9 6.6 13.985 0 126.0 7.2 16.134 0 164.3 8.1 18.975 0 216.9 9.2 22.735 0 262.2 10.3 27.484 0 303.9 11.6 33.105 0 317.3 13.1 39.267 0 228.5 14.7 44.617 0 209.3 15.9 48.824 0 276.0 17.3 53.494 0 304.3 18.9 59.115 0 303.7 20.6 64.987 0 'O'= outflow at time shown Depth 190.6 381.2 571.9 762.5 (Ft.) 0.0 0.1 0.3 0.6 0.9 1.3 1.6 1.9 2.0 2.1 2.1 2.2 2.3 2.3 2.4 2.5 2.6 2.6 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.6 3.7 3.8 4.0 4.1 4.2 4.3 I 4.5 I 4.7 I 5.1 I 5.6 I 6.1 I 6.6 I 7.3 I 8.0 I 8.4. I 8.7 I 9.1 I 9.5 I 9.9 IL1.750_ 299.8 22.2 70.779 0 1 I 1 1 1 10.3 12.000 277.1 23.6 76.265 0 I 0 10.6 12.250 307.6 25.1 81.801 263.247 0 I 18.2 10.9 ' ?.500 426.3 27.0 88.844 I 0 I 18.2 11.4 .750 503.8 29.4 97.870 0 0 0 I '24.000 -).250 11.9 56.0 573.3 31.9 108.363 0 18.1 I 10.4 12.4 '13.000 L3.250 640.9 34.8 120.217 0 18.1 22.000 I 54.7 12.9 . 13.500 747.2 38.0 133.805 0 24..750 1.6 I 238.658 13.5 1.13,750 14.000 762.5 617.3 40.9 42.3 148.586 161.980 17.4 0 0 25.000 0.9 52.8 I I 14.2 14.7 14.250 571.0 43.6 173.3.68 0 0.6 52.6 I I 0 15.1 14.500 609.3 44.8 184.648 5.500 0 52.4 52.3 235.443 234.367 I I I 15.6 14.750 612.4 46.1 196.329 0.1 0 233.293 I 0 I 16.0 15.000 609.3 48.0 207.979 51.9 0 I 0 I 16.4 15.250 592.4 49.8 219.383 0 I 16.8 569.9 51.6 230.343 0 I 17.2 '15.500 15.750 533.0 53.3 240.653 0 I 17.5 16.000 460.3 54.8 249.798 0 I 17.8 16.250 16.500 390.9 202.5 55.8 56.2 257.44.9 262.422 0 0 I I 18.1 18.2 16.750 114.3 56.3 264.533 0 I I 18.3 17.000 72.0 56.4 265.293 OI 18.3 17.250 48.6 56.4 265.375 0 18.3 17.500 36.8 56.4 265.093 1 18.3 '17.750 28.6 56.3 264.606 IO 18.3 19.750 11.9 55.8 257.861 I O 18.1 120. 10.7 55.8 256.941 I 0 18.1 •`20.250 9.0 55.7 255.993 I 0 18.0 18.000 23.3 56.3 263.979 I 0 18.3 ,20.500 ,18.250 18.3 56.2 263.247 I 0 18.2 .18.500 23.500 15.1 56.2 262.432 I 0 18.2 18.750 1.000 13.6 11.6 56.1 56.0 261.570 260.672 I I 0 0 18.2 18.2 '24.000 -).250 9.6 56.0 259.734 I O 18.1 19.500 10.4 55.9 258.785 I 0 18.1 19.750 11.9 55.8 257.861 I O 18.1 120. 10.7 55.8 256.941 I 0 18.1 •`20.250 9.0 55.7 255.993 I 0 18.0 22.250 8.2 54.5 248.394 I 0 17.8 22.500 8.9 54.4 247.446 I 0 17.7 22.750 7.9 54.2 246.498 I 0 17.7 23.000 9.7 55.6 255.037 I 0 18.0 ,20.500 :20.750 10.1 55.4 254.094 I 0 18.0 .21.000 23.500 9.8 55.3 253.155 I 0 17.9 21.250 8.6 55.1 252.204 I 0 17.9 '24.000 21.500 9.2 55.0 251.249 I 0 17.9 21.750 8.4' 54.8 250.296 I 0 17.8 22.000 9.0 54.7 249.344 I 0 17.8 22.250 8.2 54.5 248.394 I 0 17.8 22.500 8.9 54.4 247.446 I 0 17.7 22.750 7.9 54.2 246.498 I 0 17.7 ' 26.500 0.0 51.7 231.151 I 0 17.2 23.000 7.3 54.1 245.537 I 0 17.7 ' 23.250 7.1 53.9 244.571 I 0 17.6 23.500 7.0 53.8 243.605 I 0 17.6 23.750 7.0 53.6 242.640 I 0 17.6 '24.000 6.9 53.4 241.677 I 0 17.5 24.250 6.2 53.3 240.710 I 0 17.5 24.500 3.0 53.1 239.706 I'0 17.5 24..750 1.6 53.0 238.658 I 0 17.4 25.000 0.9 52.8 237.592 I 0 17.4 .250 0.6 52.6 236.519 I 0 17.4 '25.750 5.500 0.4 0.2 52.4 52.3 235.443 234.367 I I 0 0 17.3 17.3 1126.000 0.1 52.1 233.293 I 0 17.3 26.250 0.1 51.9 232.220 I 0 17.2 ' 26.500 0.0 51.7 231.151 I 0 17.2 126.750 0.0 51.6 230.083 I 0 17.2 27.000 0.0 51.4 229.020 I 0 I I I I 17.1 27.250 0.0 51.2 227.960 I 0 17.1 "x.500 0.0 51.1 226.903 I 0 17.0 .750 0.0 50.9 225.850 I 0 17.0 28.000 0.0 50.7 224.800 I 0 17.0 28.250 0.0 50.5 223.754 I 0 16.9 ;28.500 0.0 50.4 222.712 I 0 16.9 28.750 0.0- 50.2 221.673 I 0 16.9 29.000 0.0 50.0 - 220.637 I O 16.8 29.250 0.0 49.9 219.605 I 0 16.8 29.500 0.0 49.7 218.576 I 0 16.8 0.0 49.5 217.551 I 0 16.7 '29.750 ;30.000 0.0 49.4 216.529 I O 16.7 ''30.250 0.0 49.2 215.510 I 0 16.7 0.0 49.0 214.495 I 0. 16.6 '30.500 30.750 0.0 48.9 213.483 I 0 16.6 • 31.000 0.0 48.7 212.475 I 0 16.6 31.250 0.0 48.6 211.470 I 0 16.5 31.500 0.0 48.4 210.469 I 0 16.5 31.750 0.0 48.2 209.470 I 0 16.5 32.000 0.0 48.1 208.475 I 0 16.4 32.250 0.0 47.9 207.484 I 0 16.4 32:500_ 0.0- 47.8 206.495 I.0 16.4 `32.750 0.0 47.6 205.510 IO 16.3 33.000 0.0 47.4 204.529 IO U 16.3 33.250 0.0 47.3 203.550 IO 16.3 <.33.500 0.0 47.1 202.575 IO 16.2 33.750 0.0 47.0 201.603 IO 16.2 .000 0.0 46.8 200.634 IO 16.2 _..250 0.0 46.7 199.669 IO 16.1 34.500 0.0 46.5 198.706 IO 16.1 34.750 0.0 46.3 197.747 IO 16.1 000 0.0 46.2 196.791 IO 16.0 •'35.250 :35. 0.0 46.0 195.839 IO 16.0 35.500 0.0 45.9 194.889 IO 16.0 35.750 0.0 45.8 193.941 IO 15.9 36.000 0.0 45.7 192.995 IO 15.9 36.250 0.0 45.6 192.052 IO 15.9 36.500 0.0 45.5 191.110 IO 15.8 36.750 0.0 45_4 190.171 IO 15.8 37.000 0.0 45.3 189.234 IO 15.7 37.250 0.0 45.2 188.299 IO 15.7 37.500 0.0 45.1 187.366 IO 15.7 37.750 0.0 45.0 .186.435 JO 15.6 38.000 38.250 0.0 0.0 44.9 44.8 185.506 184.579 I0 I0 15.6 15.6 :38.500 0.0 44.7 183.654 IO 15.5 38.750 0.0 44.6 182.732 IO 15.5 39.000 0.0 44.5 181.811 I0 15.5 39.250 0.0 44.4 180.893 IO 15.4 39.500 0.0 44.3 179.976 IO 15.4 0.0 44.2 179.062 IO 15.4 '39.750 40.000 0.0 44.1 178.150 IO 15.3 .250 0.0 44.0 177.240 IO 15.3 *0,500 0..0 43.9 176.331 IO 15.3 '40.750 0.0 43.8 175.425 IO 15.2 41.000 0.0 43.7 174.521 IO 15.2 41.250 0.0 43.6 173.619 IO 15.1 41.500 0.0 43.5 172.719 IO 15.1 ':41.750 0.0 43.4 171.821 IO 15.1 42.000 0.0 43.3 170.925 IO 15.0 ,42.250 0.0 43.2 170.031 IO 15.0 7.500 0.0 43.1 169.139 IO 15.0 ..750 0.0 43.0 168.249 IO 14.9 43.000 0.0 42.9 167.361 IO 14.9 43.250 0.0 42.8 166.475 IO 14.9 43.500 0.0 42.7 165.591 IO 14.8 43.750 44.000 0.0 0.0 42.6 42.5 164.708 163.828 IO IO 14.8 14.8 :44.250 0.0 42.5 162.950 IO 14.7 ,44.500 0.0 42.4 162.074 IO 14.7. 144.750 0.0 42.3 161.200 IO 14.7 .45.000 0.0 42.2 160.328 IO 14.6 45.250 0.0 42.1 159.457 IO 14.6 0.0 42.0 158.589 IO 14.6 '45.500 45.750 0.0 41.9 157.723 IO 14.5 46.000 0.0 41.8 156.858 IO 14.5 46.250 0.0 41.7 155.996 IO 14.5 46.500 0.0 41.6 155.135 IO 14.4 :46.750 0:0 41.5 154.277 IO 14..4 47.000 0.0 41.4 153.420 IO 14.4 '47.250 0.0 41.3 152.565 IO 14.3 47.500 0.0 41.2 151.712 IO 14.3 47.750 0.0 .4.1.1 150.862 IO 14.3 0.0 41.0 150.013 IO 14.2 ,48.000 :48.250 0.0 41.0 149.165 IO 14.2 ..'.48.500 0.0 40.9 148.320 IO 14.2 148*750 .000 0.0 0.0 40.8 40.7 147.477 146.635 IO IO 14.1 14.1 ..j.250 0.0 40.6 145.796 IO 14.1 49.500 0.0 40.5 144.958 IO 14.0 49.750 0.0 40.4 144.122 IO 14.0 .50.000 0.0 40.3 143.289 IO 14.0 ` 50.250 0.0 40.1 142.460 IO 13.9 0.0 39.9 141.634 IO 13.9 `50.500 ;50.750 0.0 39.7 140.813 IO 13.9 ,'51.000 0.0 39.5 139.995 IO 13.8 51.250 0.0 39.3 139.182 IO 13.8 51.500 0.0 39.1 138.372 I0. 13.8 51.750 0.0 38.9 137.567 IO 13.7. 52.000 0.0 38.7 136.765 IO 13.7 52.250 0.0 38.5 135.968 IO 13.6 52.500 0.0 38.3 135.174 IO 13.6 °52.750 0.0 38.1 134.385 IO 13..6 53.000 0.0 37.9 133.599 IO 13.5 53.250 0.0 37.8 132.817 IO 13.5 .53.500 0.0 37.6 .132.039 IO 13.5 53.750 0.0 37.4 .131.264 IO 13.4 '54.000 0.0 37.2 130.494 IO 13:4 54.250 0.0 37.0 129.727 IO 13.4 54.500 0.0 36.8 128.964 IO 13.3 0.0 36.7 128.205 IO 13.3 '54.750 X5.000 0.0 36.5 127.449 IO 13.3 ' .250 0.0 36.3 126.697 IO 13.2 X5.500 0.0 36.1 125.949 IO 13.2 '55.750 0.0 35.9 125.205 IO 13.2 56.000 0.0 35.8 124.464 IO 13.1 56.250 0.0 35.6 123.727 IO .13.1 ' 56.500 0.0 35.4 122.993 IO 13.1 6.750 0.0 35.2 122.263 IO �.. 13.0 57.000 0.0 35.1 121.537 IO - 13.0 57.250 0.0 34.9 120.814 IO 13.0 -'1.500 0.0 34.7 120.095 IO 12.9 .750 0.0 34.6 119.379 IO 12.9 58.000 0.0 34.4 118.667 IO 12.9 58.250 0.0 34.2 117.958 IO 12.8 'b8.500 0.0 34.0 117.253 IO 12.8 58.750 0.0 33.9 116.551 IO 12.8 59.000 0.0 33.7 115.853 IO 12.7 59.25.0 0.0 33.5 115.158 IO 12.7 59.500 0.0 33.4 114.467 IO 12.7 5 9.750 0.0 33.2 113.779 IO 12.6 `50.000 0.0 33.1 113.094 IO 12.6 60.250 0.0 32.9 112.413 IO 12.6 0.0 32.7 111.735 IO 12.5 ,60.500 50.750 0.0 32.6 111.060 IO 12.5 01.000 0.0 32.4 110.389 IO 12.5 0:0 32.3 109.721 IO 12.4 '61.250 51.500 0.0 32.1 109.056 IO 12.4 :.51.750 0.0 31.9 108.394 IO 12.4 0.0 31.8 107.736 IO 12.4 062*000 52.250 0.0 31.6 107.081 IO 12.3 52.500 0.0 31.5 106.429. IO 12.3 62.750 0.0 31.3 105.781 IO 12.3 63.0'00 0.0 31.2 105.135 IO 12.2 53.250 0.0 31.0 104.493 IO 12.2 .'63.500 0.0 30.9 103.854 IO 12.2 0.0 30.7 103.218 IO 12.2 '63.750 .000 0.0 30.6 102.585 IO 12.1 x.250 0.0 30.4 101.955 IO 12.1 64.500 0.0 30.3 101.329 IO 12.1 164.750 0.0 30.1 100.705 IO 12.0 65.000 0.0 30.0 100.084 IO 12.0 "65.250 0.0 29.8 99.467 IO 12.0 65.500 0.0 29.6 98.853 IO 11.9 55.750 0.0 29.5 98.242 IO 11.9 166.000 0.0 29.3 97.635 IO 11.9 0:0 29.2 97.031 IO 11.8 '66.250 66.500 0.0 29.0 96.430 IO 11.8 66.750 0.0 28.8 95.833 IO 11.8 6.7.000 0.0 28.7 95.239 IO 11.7 0.0 28.5 94.648 IO 11.7 157.250 57.500 0.0 .28.4 94.060 IO 11.7 67.750 0.0 28.2 93.476 IO 11.6 68.000 0..0 28.1 92.894 IO 11..6 68.250 0.0 27.9 92.316 IO 11.6 68.500 0.0 27.8 91.741 IO 11.5 0.0 27.6 91.170 IO 11.5 '68.750 69.000 0.0 27.4 90.601 IO 11.5 69.250 0.0 27.3 90.035 I0 11.4 69.500 0.0 27.1 89.473 IO 11.4 0.0 27.0 88.914 IO 11.4 '69.750 70.000 0.0 26.9 88.357 IO 11.3 .250 0.0 26.7 87.804 IO 11.3 X0.500 0.0 26.6 87.254 IO 11.3 70.750 0.0 26.4 86.706 IO 11.2 ..;71.000 0.0 26.3 86.162 IO 11.2 71.250 0.0 26.1 85.621 IO 11.2 71.500 0.0 26.0 85.083 IO 11.1 ,'71.750 0.0 25.8 84.547 IO 11.1. 72.000 0.0 25.7 84.015 I0 11:'1 72.250 0.0 25.6 83.485 IO 11.0 '?.500 0.0 25.4 82.958 IO 11.0 .750 0.0 25.3 82.435 IO 11.0 73.000 0.0 25.1 81.914 IO 10.9 73.250 0.0 25.0 81.396 IO 10.9 '73.500 0.0 24.9 80.881 IO 10.9 0.0 24.7 80.368 IO 10.9 j,173.750 74.000 0.0 24.6 79.859 IO 10.8 :74.250' 0.0 24.5 79.352 IO 10.8 74.500 0.0 24.3 78.848 IO 10.8 t74.750 0.0 24.2 78.346 IO 10.7 '75. 000 0.0 24.1 77.848 IO 10.7 75.250 0.0 23.9 77.352 IO 10.7 75.500 0.0 23.8 76.859 0 10.7 75.750 0.0 23.7 76.368 0 10.6 76.000 0.0 23.5 75.881 0 10.6 0.0 23.4 75.396 0 10.6 ;76.250 76.500 0.0 23.3 74.913 0 10.5 ;76.750 0.0 23.2 74.433 0 10*.5 77.000 0.0 23.0 73.956 0 10.5 177.250 0.0 22.9 73.482 0 10.5 ,77.500 0.0 22.8 73.010 0 10.4 77.750 0.0 22.7 72.540 0 10.4 0.0 22.5 72.074 0 10.4 178.000 -78.250 0.0 22.4 71.609 0 10.3 78.500 0.0 22.3 71.148 0 10.3 178,750 .000 0.0 0.0 22.2 22.0 70.688 70.232 0 0 10.3 10.3 x.250 0.0 21.9 69.777 0 10.2 79.500 0.0 21.8 69.326 0 10.2 0.0 21.7 68.877 0 10.2 179.750 80.000 0.0 21.6 68.430 0 10.2 '80.250 0.0 21.4 67.985 0 10.1 80.500 0.0 21.3 67.543 0 10.1 80.750 0.0 21.2 67.104 0 10.1 °81.000 0.0 21.1 66.667 0 10.1 81.250 0.0 21.0 66.232' 0 10.0 81.500 0.0 20.9 65.800 0 10.0 81.750 0.0 20.7 65.370 0 10.0 82.000 0.0 20.6 64.943 0 9.9 0.0 20.5 64.518 0 9.9 ,82.250 :82.500 0.0 20.4 64.096 0 9.9 `�`82.750 0.0 20.2 63.676 0 9.8 83.000 0.0 20.1 63.259 0 9.8 83.250 0.0 20.0 62.844 0 9.8 .83.500 0.0 19.9 62.432 0 9.8 83.750 0.0 19.8 62.023 0 9.7 84.000 0.0 19.6 61.616 0 9.7 : 0.0 19.5 61.211 0 9.7 84.500 0.0 19.4 60.809 0 9.6 84.750 0.0 19.3 60.409 0 9.6 85.000 0.0 19.2 60.011 0 9.6 .250 0.0 19.1 59.616 0 9.5 o:5.500 0.0 18.9 59.224 0 9.5 85.750 0.0 18.8 58.834 0 9.5 _86.000 0.0 18..7 58.446 0 9.4 86.250 0.0 18.6 58.060 0 9.4 ,86.500 0.0 18.5 57.677 0 9.4 ' 86.750 0.0 18.4 57.296 0 9.4 0.0 18.3 56.917 0 9.3 1.87 87.250 0.0 18.2 56.541 0 9.3 ^7.500 0.0 18.1 56.167 0 9.3 .750 0.0 17.9 55.795 0 9.2 88.000 0.0 17.8 55.425 0 9.2 ;88.250 0.0 17.7 55.058 0 9.2 '`88.500 0.0 17.6 54.693 0 9.2 0.0 17.5 54.330 0 9.1 1188 89.000 0.0 17.4 53.969 0 9.1 :89.250 0.0 17.3 53.611 .0 9.1 89.500 0.0 17.2 53.254 0 9.0 89.750 0.0 17.1 52.900 0 9.0 '90.000 0.0 17.0 52.548 0 9.0 90.250 0.0 16.9 52.198 0 9.0 90.500 0.0 16.8 51.850 0 8.9 90.750 0.0 16.7 51.504 0 8.9 '91.000 0.0 16.6 51.160 0 8.9 91.250 ' 91.500 0.0 0.0 16.5 16.4 50.819 50.479 0 0 8.9 8.8 :91.750 0.0 16.3 50.142 0 8.8 92.000 0.0 16.2 49.806 0 8.8 t92.250 0.0 16.1 49.473 0 8.8 92.500 0.0 16.0 49.141 0 8.7 92.750 0.0 15.9 48.812 0 8.7 0.0 15.8 48.484 0 8.7 '93.000 93.250 0.0 15.7 48.159 0 8.7 - 93.500 0.0 15.6 47.835 0 8.6 '93.750 '.000 0.0 0.0 15.5 15.4 47.514 47.194 0 0 8.6 8.6 =.250 0.0 15.3 46.876 0 8.6 94.500 0.0 15.2 46.561 0 8.5 94.750 0.0 15.1 46.247 0 8.5 95.000 .0.0 15.1 45.935 0 8.5 95.250. 0.0 15.0 45.625 0 8.5 0.0 14.9 45.316 0 8.4 '95.500 ,95.750 0.0 14.8 45.010 0 8.4 .96.000 0.0 14.7 44.705 0 8.4 0.0 14.6 44.403 0 8.4 !1.96 96.500 0.0 14.5 44.102 0 8.3 96.750 0.0 14.4 43.8'03 0 8.3 97.000 0.0 14.3 43.505 0 8.3 0.0 14.3 43.210 0 8.3 ,97.250 ;97.500 0.0 14.2 42.916 0 8.2 97.750 -0.0 14.1 42.624 0 8.2 0.0 14.0 42.334 0 8.2 '98.000 :98.250 0.0 13.9 42.046 0 8.2 r :98.500 0.0 13.8 41.759 0 8.2 0.0 13.7 41.474 0 8.1 1.98,750 99.000 0.0 13.7 41.191 0 8.1 99.250 0.0 13.6 40.909 0 8.1 99.500 0.0 13.5 40.630 0 8.1 0.0 13.4 40.352 0 8.1 '99.750 00.000 0.0 13.3 40.075 0 8.0 .250 0.0 13.3 39.800 0 8.0 X0.500 0.0 13.2 39.527 0 8.0 00.750 0.0 13.1 39.255 0 8.0 01.000 0.0 13.1 38.985 0 7.9 101.250 0.0 13.0 38.716 0 7.9 01.500 0.0 12.9 38.448 0 7.9 '_'01.750_ 0.0 12.9 38.181 0 7.8 102.00'0 0.0 12.8 37.916 0 7.8 02.250 0.0 12.7 37.652 0 7.8 ^ ?.500 0.0 12.7 37.390 0 7.7 .750 0.0 12.6 37.129 0 7.7 03.000 0.0- 12.5 36.869 0 7.7 03.250 0.0 12.5 36.610 0 7.7 °03.500 0.0 12.4 36.353 0 7.6 03.750 0.0 12.4 36.097 0 7.6 04.000 0.0 12.3 35.842 0 7.6 ,04.250 0.0 12.2 35.588 0 7.5 104.500 0.0 12.2 35.336 0 7.5 04.750 0.0 12.1 35.085 0 7.5 05.000 0.0 12.1 34.835 0 7.5 "105.250 0.0 12.0 34.587 0 7.4 05.500 0.0 11.9 34.339 0 7.4 05.750 0.0 11.9 34.093 0 7.4 X06.000 0.0 11.8 33.848 0 7.4 06.250 0.0 11.8 33.605 0 7.3 06.500 0.0 11.7 33.362 0 7.3 ...;06.750 0.0 11.6 33.121 0 7.3 107.000 0.0 11.6 32.881 0 7.2 07.250 0.0 11.5 32.642 0 7.2 '.07.500 0.0 11.5 32.404 0 7.2 107.750. 0.0 11.4 32.168 0 7.2 08.000 0.0 11.4 31.932 0 7.1 08.250 0.0 11.3 31.698 0 7.1 «08.500 0.0 11.2 .31.465 0 7.1 08.750 0.0 11.2 31.233 0 7.1 .000 0.0 11.1 31.003 0 7.0 j.250 0.0 11.1 30.773 0 7.0 109.500 0.0 11.0 30.545 0 7.0 09.750 0.0. 11.0 30.317 0 7:0 :.10.000 0.0 10.9 30.091 0 6.9 "i10.250 0.0 10-.9 29.866 0 6.9 . 10.500 0.0 10.8 29.642 0 6.9 10.750 0.0 10.8 29.419 0 6.9 .._11.000 0.0 10.7 29.198 0 6.8 11.250 0.0 10.7 28.977 0 6.8 11.500 i-11. 0.0 10.6 28.757 0 6.8 750 0.0 10.5 28.539 0 6.8 112.000 0.0 10.5 28.322 0 6.7 -12.500 0.0 10.4 28.105 0 6.7 112.250 0.0 10.4 27.890 0 6.7 '112.750 0.0 10.3 27.676 0 6.7 13,.000 0.0 10.3 27.463 0 6.6 13.250 0.0 10.2 27.251 0 6.6 _13.500' 0.0 10.2. 27.040 0 6.6 113.750 0.0 10.1 26.830 0 6.6 114.000 0.0 10.1 26.621 0 6.6 14. 250 0.0 10.0 26.413 0 6.5 114.500 0.0 10.0 26.206 0 6.5 14.750 0.0 9.9 26.001 0 6.5 .15.000 0.0 9.9 25.796 0 6.5 .250 0.0 9.8 25.592 0 0 6.4 X5.500 *0.0 9.8 25.389 0 6.4 15.750 0..0 9.7 25.188 0 6.4 _16.000 0.0 9.7 24.987 0 6.4 116.250 0.0 9.6 24.787 0 6.3 '.16.500 0.0 9.6 24.588 0 6.3 16.750 0.0 9.5 24.390 0 6.3 000 0.0 9 ' .5 24.194 0 6.3 .250 f7. 0.0 9.5 23.998 0 6.3 .500 0.0 9.4 23.803 0 6.2 _ .750 0.0 9.4 23.609 0 6.2 0.0 9.3 23.416 0 6.2 18.000 8.250 0.0 9.3 23.224 0 6.2 118.500 0.0 9.2 23.033 0 6.2 8.750 0.0 9.2 22.843 0 6.1 9.000 0.0 9.1 22.654 0 6.1 ,9.250 0.0 9.1 22.466 0 6.1 119.500 0.0 9.0 22.278 0 6.1 !9.750 0.0 9.0 22.092 0 6.0� 0.000 0.0 9.0 21.907 0 6.0 120.250 0.0 8.9 21.722 0 6.0 0.0 8.9 21.539 0 6.0 ;10.500 0.750 0.0 8.8 21.356 0 6.0 X21.000 0.0 8.7 21..175 0 5.9 1.250 0.0 8.7 20.995 0 5.9 1.500 0.0 8.6 20.816 0 5.9 .!:1.750 0.0 8.6 20.638 0 5.8 122.000 0.0 8.5 20.461. 0 5.8 f 2.250 0.0 8.5 20.286 0 5.8 2.500 0.0 8.4 20.111 0 5.7 122.750 0.0 8.4 19.937 0 5.7 0.0 8.3 19.765 0 5.7 13.000 3.250 0.0 8.3 19.594 0 5.7 ' -'M . 500 0.0 8.2 19.424 0 5.6 0.0 8.2 19.254 0 5.6 _3.750 .000 0.0 8.1 19.086 0 5.6 250 0.0 8.1 18.919 0 5.6 124.500 0.0 8.0 18.753 0 5.5 4.750 0.0 8.0 18.588 0 5.5 5.000 0.0 7.9 18.424 0 5.5 4�. 125.250 0.0 7.9 18.261 0 5.4 5.500 0.0 7.8 18.099 0 5.4 5.750 0.0 7.8 17.938 0 5.4 26.000 0.0 7.7 17.778 0 5.4 6.250 0.0 7.7 17.619 0 5.3 .6.500 01.0 7.6 17.462 0 5.3 :.,:6.750 0.0 7.6 17.305 0 5.3 127.000 0.0 7.5 17.149 0 5.3 0.0 7.5 16.994 0 5.2 ;7.250 7.500 0.0 7.4 16.840 0 5.2 127.750 0.0 7.4 16.687 0 5.2 8.000 0.0 7.3 16.535 0 5.2 8.250 1 0.0 7.3 16.383 0 5.1 > 8.500 0.0, 7.2 16.233 0 5.1 8.750 0.0 7.2 16.084 0 5.1 9.000 0.0 7.2 15.936 0. 5.1 L„ 9..250 0.0 7.1 15.788 0 5.0 129.500 , 0.0 7.1 15.642 0 5.0 JP9.750 0.0 7.0 15.496 0 5.0 0.000 0.0 7.0 15.351 0 5.0 .250 0.0 6.9 15.208 0 4.9 0.500 0.0 6.9 15.065 0 4.9 0.750 0.0 6.8 14.923 0 4.9 1.000 0.0 6.8 14.782 0 4.9 131.250 0.0 6.8 14.642 0 4.9 !1.500 0.0 6.7 14.502 .0 4.8 11.750- 0.0 6.7 14.364 0 4.8 132.000 0.0 6.6 14.226 O 4.8 0.0 6.6 14.090 0 4.8 U x2.250 .500 0.0 6.6 13.954 0 4.7 _ .750 .0.0 6.5 13.819 0 4.7. f' 3.000 0.0 6.5 13.685 0 4.7. 3.250 0.0 6.4 13.551 0 4.7 i 3.500 0.0 6.4 13.419 0 4.7 3.750 0.0 6.4 13.287 0 4.6 4.000 0.0 6.3 13.156, 0 4.6 4.250 0.0 6.3 13.026 O. 4.6 134.500 0.0 6.2 12.897 0 4.6 0.0 6.2 12.769 0 4.5 .4.750 5.000 0.0 6.2 12.641 0 4.5 135.250 0.0 6.1 12.514 0 4.5 5.500 0.0 6.1 12.388 0 4.5 5.750 0.0 6.0 12.263 0 4.5 1 6.000 0.0 6.0 12.138 0 4.4 0.0 6.0 12.015 0 4.4 6.500 0.0 5.9 11.892 0 4.4 .16.250 6.750 0.0 5.9 11.770 0 4.4 137.000 0.0 5.9. ,11.648 0 4.4 7.250 0.0 5.8 11.528. 0 4.3 7.500 0.0 5.8 11.408 0 4.3 137.750 0.0 5.7 11.289 0 4.3" 8.000 0.0 5.7 11.170 0 4.3 8.250 0.0 5.7 11.053 0 4.3 'x"8.500 0.0 5.6 10.936 0 4.2 138.750 0.0 5.6 10.820 0 .4.2 000 0.0 5.6 10.704 0 4.2 ,.,. -1.250 0.0 5.5 10.590 0 4.2 139.500 0.0 5.5 10.476 0 4.2 750 0.0 5.5 10.362 0 4.2 2 .000 f0. 0.0 5.4 10.250 0 4.1 140.250 0.0 5.4 10.138 0 4.1 0.500 0.0 5.4 10.027 0 4.1 0.750 0.0 5.3 9.916 0 4.1 1.000 0.0 5.3 9.806 0 4.1 141.250 0.0 5.3 9.697 0 4.0 1.500 0.0 5.2 9.589 0 4.0 1.750 0.0 5.2 9.481 0 4.0 142.000 0.0 5.2 9.374 0 4.0 2.250 0.0 5.1 9.268 0 4.0 2.500 0.0 5.1 9.162 0 3.9 142.750 0.0 5.0 9.058 0 3.9 i 0.0 5.0 .8.954 0 3.9 13.000 3.250 0.0 5.0 8.851 0 3.9 3.500 0.0 4.9 8.749 0 3.8 143.750 0.0 4.9 8.648 0 3.8 0.0 4.8 8.547 0 3.8 94.000 4.250 0.0 4.8 8.447 0 3.8 144.500 0.0 4.8 8.348 0 3.7 4.750 0.0 4.7 8.250 0 3.7 5.000 0.0 4.7 8.153 0 3.7 .250 0.0 4.7 8.056 0 3.7 185.500 0.0 4.6 7.960 0 3.7 15.750 0.0 4.6 7.865 0 3.6 6.000 0.0 4.6 7.770 0 3.6. 146.250 0.0 4.5 7.677 0 3.6 '16.500, 0.0 4.5 7.584 0 3.6 0.0 2.8 3.097 0 2.5 0.0 2.8 3.040 0 2.5 0.0 2.7 2.983 0 2'.5 0.0 2.7 2.927 0 2.4 0.0 2.7 2.871 0 2.4 0.0 2.7 2.816 0 2.4 0.0 2.6 2.761 0 2.4 0.0 2.6 2.706 0 2.4 0.0 2.6 2.652 0 2.4 0.0 2.6 2.599 0 2.4 0.0 2.6 2.545 0 2.4 0.0 2.5 2.493 0 2.3 0.0 2.5 2.440 0 .2.3 0.0 2.5 2.388 0 2.3 0.0 2.5 2.337 0 2.3 0.0 2.5 2.285 0 2.3 0.0 2.4 2.235 0 2.3 0.0 2.4 2.184 0 2.3 0.0 2.4 2.134 0 2.3 0.0 2.4 2.085 0 2.2 0.0 2.4 2.036 0 2.2 0.0 2.4 1.987 0 2.2 0.0 2.3 1.938 0 2.2 0.0 2.3 1.890 0 2.2 0.0 2.3 1.843 0 2.2 0.0 2.3 1.795 0 2.2 0.0 2.3 1.749 0 2.2 0.0 2.2 1.702 0 2.2 0.0 2.2 1.656 0 2.1 0.0 2.2 1.610 0 2.1 0.0 2.2 1.565 0 2.1 0.0 2.2 1.519 0 2.1 0.0 2.2 1.475 0 2.1 0.0 2.1 1.430 0 2.1 0.0 2.1 1.386 0 2.1 0.0 2.1 1.342 0 2.1 0.0 2..1 1.299 0 2.1 0.0 2.1 1.256 0 2.0 0.0 2.1 1.213 0 2.0 0.0 2.0 1.171 0 2.0 0.0 2.0 1.129 0 2.0 0.0 2.0 1.087 0 2.0 0.0 2.0. 1.046 0 2.0 0.0 1.9 1.006 0 1.9 0.0 1.9 0.966 0 1.8 0.0 1.8 0.928 0 1.8 0.0 1.8 0.891 0 1.7 0.0 1.7 0.855 0 1.6 0.0 1.7 0.820 0 1.5 0.0 1.6 0.786 0 1.5 0.0 1.6 0.753 0 1.4 0.0 1.5 0.720 0 1.4 0.0 1.5 0.689 0 1.3 0.0 1.5 0.658 0 1.2 0.0 1.4 0.629 0 1.2 0.0 1.4 0.600 0 1.1 0.0 1.3 0.572 0 1.1 0.0 1.3 0.544 0 1.0 0.0 1.3 0.518 0 1.0 0.0 1.2 0.492 0 0.9 .6.750 0.0 1.2 0.467 0 0.9 177.000 0.0 1.2 0.443 0 0.8 "IF7.250 0.0 1.1 0.419 O 0.8 7.500 0.0 1.1 0.396 0 0.7 .750 0.0 1.1 0.373 O 0.7 78.000 0.0 1.0 0.351 0 0.7 8.250 0.0 1.0 0.330 0 0.6 8.500 0.0 1.0 0.310 O 0.6 178.750 0.0 1.0 0.290 0 0.5 .79.000 0.0 0.9 0.270 0 0.5 9.250 0.0 0.9 0.251 0. 0.5 179.500 0.0 0.9 0.233 O 0.4 0.0 0.9 0.215 O 0.4 `9.750 0.000 0.0 0.8 0.197 0 0.4 `180.250 0.0 0.8 0.180 0 0.3 0.500 0.0 0.8 0.164 0 0.3 0.750 0.0 0.8 0.148 0 0.3 X81.000 0.0 0.7 0.132. O 0.2 81.250 0.0 0.7 0.117 0 0.2 1.500 0.0 0.7 0.102 O 0.2 1.750 0.0 0.7 0.088 0 0.2 182.000 0.0 0.7 0.074 0 0.1 X82.250 0.0 0.6 0.060 0 0.1 2.500 0.0 0.6 0.047 0 0.1 182.750 0.0 0.6 0.034 0 0.1. 83.250 0.0 0.6 0.010. 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 733 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 56.4 (CFS) ' Total volume = 298.03 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM ' Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 --------------------------------------------------------------- - - - - -- ' 10 YR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF TWO (2) INCHES PER HOUR Quarry at La quinta project FILENAME: _- - --------------------------------------------------------- The Kieth Companies, Moreno Valley Office - SIN 538 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: h2410y.rte ******** . * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number, of intervals = 106 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 448.8 (CFS) Total volume = 151.81 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000, 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 106 Hydrograph time unit- 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) ' Initial basin outflow = 0.00 (CFS) -------------------------------------- - -------------------------------- -------------------------------------------------------------------- Depth vs: Storage and Depth vs. Discharge data: ' Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ' --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.580 0.004 0.016 2.000 1.600 2.000 1.579 1.621 4.000 9.960 5.180 9.906 10.014 6.000 22.190 8.890 22.098 22.282 8.000 40.240 13.230 40.103 40.377 1� 10.000 66.200 20.830 65.985 66.415 12.000 100.420 29.910 100.111 100.729 14.000 144.330 40.370 143.913 144.747 16.000 196.300 46.020 195.825 196.775 18.000 255.810 55.640 255.235 256.385 20.000 322.580 60.540 321.955 323.205 22.000 396.230 - _- 69580 - -- 395511 396949 _- - - - -- _ --------- ------------- - - - -- - - -- Hydrograph Detention Basin R outing . - - - - -- --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101= outflow at time shown { Time ---------------------------=----------------------------------------- Inflow Outflow Storage Depth .(Hours) (CFS) (CFS) (Ac.Ft) .0 112.2 224.4 336.6 448.8 (Ft.) 0.250 0.5 0.2 0.003 0 0.0 t 0.500 3.0 0.6 0.031 0 0.0 0.750 5.1 0.7 0.100 0 0.1 1.000 6.3 0.8 0.203 O J 0.3 1.250 7.6 0.9 0.330 0 0.4 L ' 1.500 7.3 1.0 0.465 0 0.6 1.750 7.2 1.1 0.593 0 0.7 2.000 7.5 1.2 0.720 0 0,9 2.250 8.6 1 -3 0.860 0 1.1 2.500 9.1 1.5 1.014 0 1.3 2.750 9.6 1.6 1.175 0 1.5 3.000 10.8 1.8 1.351 O 1.7 3.250 11.4 1.9 1.542 O 1;9 f 3.500 11.7 2.1 1.739 0 2,0 3.750 11.8 2.1 1.939 0 2.1 .000 12.2 2.2 2.142 0 2.1 -*.250 13.4 2.3 2.359 0 2.2 4.500 14.1 2.4 2.595 OI 2.2 4.750 15.5 2.5 2.851 OI 2.3 5.000 16.4 2.6 3.128 OI 2.4 c 5.250 17.3 2.7 3.422 OI 2.4 5.500 16.0 2.8 3.710 OI 2.5 5.750 16.7 2.9 3.989 OI 2.6 6'.000 18.1 3.0 4.286 OI 2.6 6.250 18.9 3.1 4.605 0I 2.7 6.500 20.3 3.3 4.944 OI 2.8 6.750 21.2 3.4 5.303 OI 2.9 7.000 22.6 3.6 5.684 OI 3.0 23.3 3.7 6.084 0I 3.1 '7.250 7.500 23.9 3.9 6.493 OI 3.2 7.750 25.4 4.0 6.921 OI 3.3 8.000 8.250 27.4 29.8 4.2 4.4 7.382 7.885 OI 0 I 3.4 3.5 8.500 33.0 4.6 8.441 O I 3.6 8.750 34.7 4.8 9.043 O I 3.8 9.000 34.5 5.1 9.656 0 I 3.9 9..250 31.9 5.3 10.235 0 I 4.0 9.500 56.0 5.5 11.032 0 I 4.2 82.4 5.9 12.345 0 I 4.4 '9.750 10.000 109.4 6.5 14.198 0 I 4.7 .250 121.6 7.1 16.443 0 I 5.1 0.500 72.5 7.7 18.294 0 I 5.4. 0.750 f .49.9 8.0 19.396 0 I 5.5 11.000 93.5 8A 20.706 0 I 5.8 11.250 113.0 9.0 22.659 O I _ 6.1 11 1.500 113.2 9.5 24.804 0 I 6.3 111.750 111.5 10.0 26.924 0 I 6.5 12.000 96.6 10.5 28.862 0 I 1 6.7 jj 12.250 119.5 11.0 30.873 O I 7.0 500 204.7 11.7 33.988 0 I 7.3 .750 260.7 12.8 38.542 0 I 7.8 r 13.000 311.0 14.4 44.167 0 I 8.3 ?13.250 360.2 16.3 50.783 0 I 8.8 "13.500 436.6 18.6 58.654 0 I 9.4 13.750 448.8 21.1 67.389 0 I 10.1 1 14.000 114.250 347.7 23.2 75.158 0 I 10.5 316.3 24.9 81.520 0 I I 10.9 14.500 344:6 26.6 87.816 0 I 11.3 348.2 28.3 94.406 0 I 11.6 1114.750 15.000 347.3 30.0 100.988 0 I 12.0 15.250 336.6 31.6 107.416 0 I 12.3 321.9 33.0 113.551 0 I 12.6 ,15.500 15.750 297.1 34.4 119.250 0 I 12.9 16.000 247.0 35.6 124.149 O I 13.1 16.250 206.7 36:5 128.091 0 I 13.3 16.500 109.0 37.1 130.593 0 I 13.4 x..,,...16.750 62.9 37.3 131.600 0 I 13.4 17.000 40.2 37.4 131.893 0 13.4 117.250 27.8 37.4 131.823 IO 13.4 17.500 22.0 37.3 131.566 IO 13.4 17.750 17.9 37.2 131.208 IO 13.4 15.1 37.1 130.779 IO 13.4 j18.000 18.250 12.2 37.0 130.295 I 0 13.4 18.500 10.5 36.9 129.766 I 0 13.3 18.750 9.6 36.8 129.213 I 0 13.3 000 8.2 36.6 128.638 I 0 13.3 _ -o.250 6.8 36.5 128.037 I.0 13.3 19.500 7.4 36.3 127.431 I 0 13.2 19.750 8.4 36.2 126.844 I 0 13.2. 20.000 7.5 36.1 126.262 I O 13.2 20.250 6.4 35.9 125.662 I 0 13.1 20.500 ,20.750 6.9 7.1 35.8 35.6 125.058 124.464 I I 0 O 13.1 13.1 21.000 6.9 35.5 123.874 I 0 13.1 21.250 6.1 35.4 123.276 I 0 13.0 121.500 6.5 35.2 122.677 I 0 13.0 21.750 5.9 35.1 122.078 I O 13.0 22.000 6.4 34.9 121.482 I 0 13.0 5.8 34.8 120.887 I 0 12.9 ,22.250 22.500 6.3 34.6 120.295 I 0 12.9 22.750 5.6 34.5 119.704 I 0 12.9 5.2 34.4 119.103 I O 12.9 '23.000 23.250 5.0 34.2 118.500 I 0 12.8 23.500 5.0 34.1 117.898 I 0 12.8 23.750 4.9 33.9 117.298 I 0 12.8 4.9 33.8 .116.699 I 0 12.7 '24.000 24..250 4.4 33.6 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2.250 0.0 4.4 7.921 0 3.5 2.500 0.0 4.4 7.830. 0 3.5 112.750 0.0 4.3 7.740 0 3.5 .J3 0.0 4.3 7.651 0 3.4 3.250 0.0 4.3 7.562 0 3.4 3.500 0.0 4.2 7.474 0 3.4 113.750 0.0 4.2 7.387 0 3.4 0.0 4.2 7.301 0 3.4 '4.000 4.250 0.0 4.1 7.215 0 3.3 114.500 0.0 4.1 7.130 0 3.3 4.750 0.0 4.1 7.045 0 3.3 15.000 0.0 4.0 6.962 0 3.3 .250 0.0 4.0 6.879 0 3.3 115.500 0.0 4.0 6.796 0 3.2 5.750 0.0 3.9 6.714 0 3.2 6.000 0.0 3:9 6.633 0 3.2 116.250 0.0 3.9 6.552 0 3.2 6.500 0.0 .3.9 6.473 0 - 3.2 0.0 3.8 6.393 0 3.1 0.0 3.8 6.315 0 3.1 0.0 3.8 6.236 0 3.1 0.0 3.7 6.159 0 3.1. 0.0 3.7 6.082 0 3.1 0.0 3.7 6.006 0 3.1 0.0 3.6 5.930 0 3.0 0.0 3.6 5.855 0 3.0 0.0 3.6 5.781 0 3.0 0.0 3.6 5.707 0 3.0 0.0 3.5 5.634 0 3.0 0.0 3.5 5.561 0 2.9 0.0 3.5 5.489 0 2.9 0.0 3.5 5.417 0 2.9 0.0 3.4 5.346 0 2.9 0.0 3.4 5.276 0 2.9 0.0 3.4 5.206 0 2.9 0.0 3:3 5.136 0 2.8 0..0 .3.3 5.067 0 2.8 0.0 3.3 4.999 O 2.8 0.0 3.3 4.931 0 2.8 0.0 3.2 4.864 0 2.8 0.0 3.2 4.797 0 2.8 0.0 3.2 4.731 0 2.7 0.0 3.2 4.665 0 2.7 0.0 3.1 4.600 0 2.7 0.0 3.1 4.536 0 2.7 0.0 3.1 4.472 0 2.7 0.0 3.1 4.408..0 2.7 0.0 3.0 4.345 0 2.7 0.0 3.0 4.282 0 2.6 0.0 3.0 4.220 0 2.6 0.0 3.0 4.158 0 2.6 0.0 2.9 4.097 0 2.6 0.0 2.9 4.036 0 2.6 0.0 2.9 3.976 0 2.6 0.0 2.9 3.916 0 2.6 0.0 2.9 3.857 0 2.5 0.0 2.8 3.798 0 2.5 0.0 2.8 3.740 0 2.5 0.0 2.8 3.682' 0 2.5 0.0 2.8 3.624 0 2.5 0.0 2.7 3.567 0 2.5 0.0 2.7 3.511 0 2.5 0.0 2.7 3.455 0 2.4 0.0 2.7 3.399 0 2.4 0.0 2:7 3.344 0 2.4 0.0 2.6 3.289 0 2.4 0.0 2.6 3.235 0 2.4 0.0 2.6 3.181 0 2.4 0.0 2.6 3.127 0 2.4 0.0 2.6 3.074 0 2.4 0.0 2.5 3.021 0 2.3 0.0 2.5 2.969 0 2.3 0.0 2.5 2.917 0 2.3 0.0 2.5 2.866 0 2.3 0.0 2.5 2.815 0 2.3 0.0 2.4 2.764 0 2.3 0.0 2.4 _. 2.714 0 2.3 0.0 2.4 2.664 0 2.3 11.750 0.0 2.4 2.614 0 2.2 132.000 0.0 2.4 2.565 0 2.2 0.0 2.3 2.517 0 2.2 IIT2.250 '.500 0.0 2.3 2.468 0 2.2 _ .750 0.0 2.3 2.420 0 2.2 0.0 2.3 2.373 0 2.2 [3.000 33.250 0.0 2.3 2.325 0 2.2 133.500 0.0 2.3 2.279 0 2.2 33.750 0.0 2.2 2.232 0 2.2 4.000 0.0 2.2 2.186 0 2.1 4.250 0.0 2.2 2.140 0 2.1 134.500 0.0 2.2 2.095 0 2.1 0.0 2.2 2.050 0 2.1 14.750 5. 000 0.0 2.2 2.005 0 2.1. 135.250 0.0 2.1 1.961 0 2.1 0.0 2.1 1.917 0 2.1 IW5.500 5.750 0.0 2.1 1.873 0 2.1 '36.000 0.0 2:1 1.830 0 2.1, 36.250 0.0 2.1 1.787 0 2.0 6.500 0.0 2.1 1.744 0 2.0 �,.... 6.750 0.0 2.0 1.702 0 2.0 137.000 0.0 2.0 1.660 0 2.0 7.250 0.0 2.0 1.618 0 2.0 7.500 0.0 2.0 1.577 0 2.0 137.750 0.0 1.9 1.537 0 1.9 8.000 0.0 1.9 1.497 0 1.9 38.250. 0.0 1.9 1.458 0 1.8 °38.500 0.0 1.8 1:420 0 1.8 8.750 0.0 1.8 1.382 0 1.7 .000 t.j.250 0.0 1.8 1.345 0 1.7 0.0 1.7 1.309 0 1.6 139.500 0.0 1.7 1.273 0 1.6 9.750 0.0 1.7 1.238 0 1.5 0.000 0.0 1.6 1.204 0 1.5 140.250 0.0 1.6 1.170 0 1.5 0.500 0.0 1.6 1.137 0 1.4 0.750 0.0 1.6 1.10.4 0 1.4 41.000 0.0 1.5 1.073 0 1.3 141.250 0.0 1.5 1.041 0 1.3 1.500 0.0 1.5 1.011 0 1.3 1.750 0.0 1.4 0.980 0 1.2 142.000 0.0 1.4 0.951 0 1.2 2.250 0.0 1.4 0.922 0 1.2. 2.500 0.0 1.4 0.893 0 1.1 142.750 0.0. 1.3 0.865 0 1.1 43.000 0.0 .1.3 0.838 0 1.0 3.250 0.0 1.3 0.811 0 1.0 3.500 0.0 1.3 0.784 0 1.0 143.750 0.0 1.2 0.758 0 0.9 0.0 1.2 0.733 O 0.9 U4.000 .250 0.0 1.2 0.707 0 0.9 144.500 0.0 1.2 0.683 0 0.9 4.750 0.0 1.2 0.659 0 0.8 45.000 0.0 1.1 0.635 0 0.8 .250 0.0 1.1 0.612 0 0.8 1 -*5.500 0.0 1.1 0.589 0 0.7 t5.750 0.0 1.1 0.566 0 0.7 6.000 0.0 1.1 0.544 0 0.7 146.250 0.0 1.0 0.523 0 0.7 6.500 - -'0.0 1.0 0.501 0 0.6 0.0 1.0 0.481 0 0.6 0.0 1.0 0.460 0 0.6 0.0 1.0 0.440 0 0.5 0.0 0.9 0.420 0 0.5 0.0 0.9 0.401 0 0.5 0.0 0.9 0.382 .0 0.5 0.0 0.9 0.363 0 0.5 0.0 0.9 0.345 0 0.4 0.0 0.9 0.327 0 0.4 0.0 0.8 0.309 0 0.4 0.0 0.8 0.292 0 0.4, 0.0 0.8 0.275 0 0.3 0.0 0.8 0.258 0 0.3 0.0 0.8 0.242 0 0.3 0.0 0.8 0.226 0 0.3 0.0 0.8. 0.210 0 0.3 0.0 0.7 0.194 0 0.2 0.0 0.7 0.179 0 0.2 0.0 0.7 0.164 0 0.2 0.0 0.7 6.149 0 0.2 0.0 0.7 0.135 O 0.2 0.0 0.7 0.121 0 0.1 0.0 0.7 0.107 0 0.1 0.'0 0.7 0.093 0 0.1 0.0 0.6 0.080 0 0.1 0.0 0.6 0.067 0 0.1 0.0 0.6 0.054 0 0.1 0.0 0.6 0.041 0 0.0 0.0 0.6 0.029 0 0.0 0.0 0.6 0.016 0 0.0 0.0 0.4 0.006 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,. Number of intervals = 617 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 37.4 (CFS) ' Total volume = 151.81 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ' Peak (CFS) 0.000 0.000 0.000 0.000. 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -------------------------------------------------------------- - - - - -- 1 i 1 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 --------------------------------------------------------------------- 100 YR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF FOUR (4) INCHES PER HOUR QUARRY AT LA QUINTA PROJECT FILENAME: Y1004 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: h24100.rte ******** * * * * * * * *. * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 106 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 1013.5 (CFS) Total volume = 421.86 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data ----------7--------------------------------------------------------- Total number of inflow hydrograph intervals = 106 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial --------------------------------------------------------------------- basin outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.010 0.010 1.170 -0.002 0.022 2.000 0.150 3.990 0.109 0.191 4.000 8.510 10.360 8.403 8.617 6.000 20.740 17.790 20.556 20.924 8.000 38.790 26.460 38.517 39.063 10.000 64.750 41.660 64.320 65.180 Time (Hours) 0.250 0.500 0.750 1.-000 1.250 ' 1.500 1.750 '2.000, 2.250 2.500 2.750 3.000 3.250 3.500 3.750 '. .000 .250 4.500 4.750 5.000 5.250 ' 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 '8.000 . 8.250 8.500 8.750_ 9.000 9.250 9.500 9.750 10.000 `.250 J.500 10.750 11.000 11.250 11.500 12.000 98.970 59.810 98.352 99.588 14.000 142.880 80.750 142.046 143.714 16.000 194.850 92.040 193.899 195.801 18.000 254.360 111.280 253.210 255.510 20.000 321.130 121.160 319.878 322.382 22.000 394.780 139.150 393.343 396.218 ----------------------------------------------------------------.---- --------------------------------------------------------------- Hydrograph Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; 'O' =c Inflow Outflow Storage (CFS) (CFS) (Ac.Ft) .0 2! 0.9 0.5 0.004 O 5.2 1.8 0.042 O 8.9 3.6 0.131 O 11.0 4.1 0.257 O 13.3 4.2 0.423 O 12.8 4.3 0.604 O 12.6 4.5 0.775 O 13.0 4.6 0.947 O 15.0 4.7 1.140 O 16.0 4.9 1.361 O 16.8 5.1 1.596 O 19.0 5.3 1.858 O 20.0 5.5 2.148 O 20.4 5.7 2.449 O 20.7 6.0 2.753 O 21.3 6.2 3.061 O 23.4 6.5 3.392 O 24.7' 6.7 3.752 O 27.1 7.0 4.146 O 28.7 7.4 4.573 O 30.3 7.7 5.027 O 28.0 8.0 5.467 O 29.2 8.4 5.889 O 31.6 8.7 6:341 O 33.1 .9.1 6.826 OI 35.5 9.5 7.343 OI 37.1 9.9 7.893 OI 39.6 10.3 8.477 OI 40.8 10.7 9.090 OI 41.1 11.1 9.710 OI 44.8 11.5 10.364 OI 71.4 12.1 11.321 O I 112.5 13.1 12.960 O I 169.0 14.7 15.582 O I 202.3 16.8 19.093 O I 242.8 19.0 23.321 O I 291.8 21.5 28.425 O 357.3 24.5 34.656 0 413.0 28.4 42.067 O 464.1 33.3 50.491 O 479.9 38.6 59.501 O 369.1 43.1 67.428 O 344.1 46.5 73.870 O 425.3 50.2 80.821 O 459.0 54.5 88.876 O 457.1 58.9 97.169 O iutflow at time shown Depth 13.4 506.7 760.1 1013.5 (Ft.) 0.0 0.5 1.7 2.0 2.1. 2.1 2.1 2.2 2.2 2.3 2.3 2.4 2.5 2.6 2.6 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.9 4.0 4.1 4.2 4.3 4.5 4.7 5.2 5.7 6.3 I 6.9 I 7.5 I 8.3 I 8.9 I 9.6 I 10.2 I 10.5 I 10.9 I 11.4 I 11.9 13.000 783.0 83.5 155.593 0 I 14.5 13.250 865.5 86.8 170.863 0 I 15.1 13.500 995.7. 90.6 188.256 0 I I 15.7 1013.5 96.0 207.084 0 20.6 11.750 451.0 62.8 105.293 0 I 12.3 12.000 . 421.8 66.5 112.974 0 I 12.6 1,12.250 458.3 70.2 120.655 0 I 13.0 12.500 603.8 74.7 130.131 0 I 13..4 .750 698.4 80.3 141.981 0 I 14.0 13.000 783.0 83.5 155.593 0 I 14.5 13.250 865.5 86.8 170.863 0 I 15.1 13.500 995.7. 90.6 188.256 0 I I 15.7 '15.500 768.2 119.5 310.125 0 I 19.7 15.750 721.7 121.6 323.026 0 I 20.1 16.000 .630.9 124.4 334.458 0 I I 20.4 16.250 53'8.2 126.7 343.941 1013.5 96.0 207.084 0 20.6 I 0 I 16.4 '13.750 14.000 833.1 101.5 224.119 0 14.3 124.9 I 17.0 -:- 14.250 774.7 106.2 238.583 0 20.8 17.250 65.3 128.3 350.533 I 17.5 14.500 821.0 110.8 252.826 0 19.2 I 17.9 14.750 823.8 113.2 267.504 0 20.7 0 I 18.4 :15.000 819.0 115.4 282.113 0 14.7 123.3 I 18.8 15.250 797.1 117.5 296.403 0 20.2 I I 19.3 '15.500 768.2 119.5 310.125 0 I 19.7 15.750 721.7 121.6 323.026 0 I 20.1 16.000 .630.9 124.4 334.458 0 I I 20.4 16.250 53'8.2 126.7 343.941 0 16.8 I 338.899 20.6 16.500 277.3 128.1 349.733 0 I 19.4 20.8 ,...16.750 155.4 128.6 351.551 0 14.3 124.9 336.633 20.8 17.000 97.5 128.6 351.506 IO 19.3 20.8 17.250 65.3 128.3 350.533 I 0 11.8 124.4 334.328 20.8 17.500 48.7 128.0 349.063 I 0 19.2 23.750 20.8 1., 17.750 37.3 127.6 347.311 I 0 12.9 123.8 332.020 20.7 �18.000 30.0 127.1 345.375 I 0 20.7 :�'18.250 23.2 126.6 343.304 I 0 20.6 18..500 18.9' 126.0 341.129 I 0 20.5 22.250 10.2 119.1 307.177 I 0 19.6 22.500 11.0 118.8 304.939 I 0 19.5 22.750 9.7 118.4 302.704 I 0 19.4 18.750 16.8 125.5 338.899 I 0 19.4 20.5 ' `.000 14.3 124.9 336.633 I 0 19.3 20.4 8.7 -250 11.8 124.4 334.328 I 0 19.2 23.750 20.4 117.1 19.500 12.9 123.8 332.020 I 0 19.2 '24.000 8.5 20.3 291.470 19.750 14.7 123.3 329.752 I 0 24.250 7.7 116.4 20.2 I 20.000 13.2 122.7 327.499 I 0 24.500 3.7 116.1 286.943 20.2 0 20.250. 11.1 122.2 325.220 I 0 2.0 115.8 284.607 I 20.1 20.500 12.0 121.6 322.941 I 0 115.4 282.251 I 0 20.0 20.750 12.4 121.1 320.686 I 0 279.889 I 0 20.0 21.000 12.1 120.8 318.441 I 0 I 0 19.9 18.7 21.250 21.500 10.6 11.3 120.4 120.1 316.184 313.925 I I 0 0 0 19.9 19.8 - 21.750 10.3 119.8 311.671 I 0 18.6 .19.7 26.250 22.000 11.1 119.4 309.422 I 0 18.5 ' 19.6 22.250 10.2 119.1 307.177 I 0 19.6 22.500 11.0 118.8 304.939 I 0 19.5 22.750 9.7 118.4 302.704 I 0 19.4 9.1 118.1 300.454 I 0 19.4 '23.000 23.250 8.8 117.8 298.203 I 0 19.3 23.500 8.7 117.4 295.953 I 0 19.2 23.750 8.6 117.1 293.709 I -0 19.2 '24.000 8.5 116.8 291.470 I 0 19.1 24.250 7.7 116.4 289.228 I 0 19.0 24.500 3.7 116.1 286.943 I 0 19.0 24.750 2.0 115.8 284.607 I 0 18.9 1 25.000 1.2 115.4 282.251 I 0 18.8 '.250 0.7 115.1 279.889 I 0 18.8 0.4 114.7 277.528 I 0 18.7 '.1.500 25.750 0.3 114.4 275.169 I 0 18.6 - 26.000 0.2 114.0 272.814 I 0 18.6 26.250 0.1 113.7 270.464 I 0 18.5 ' 26.500 0.0 113.3 268.120 I 0 18.4 26.750 0.0 113..0 265.783 I 0 18.3 27.000" 0.0 112.6 263.452 I 0 18.3 27.250 0.0 112.3 261.129 I 0 18.2 17.500 0.0 111.9 258.813 I 0 18.1 .750 0.0 111.6 256.503 I 0 18.1 X8.000 0.0 111.2 254.201 I O 18.0 _;28.250 0.0 110.5 251.911 I O 17.9 '28.500 0.0 109.8 249.636 I 0 17.8 28.750 0.0 109.0 247.376 I 0 17.8 29.000 0.0 108.3 245.131 I 0 17.7 _.'29.250 0.0 107.6 242.901 I 0 17.6 29.500 0.0 106.9 240.685 I 0 17.5 ,29.750 0.0 106.1 238.485 I 0 17.5 :30.000 0.0 105.4 236.299 I 0 17.4 30.250 0.0 104.7 234.128 I 0 17.3 30.500 0.0 104.0 231.971 I 0 17.2 30.750 0.0 103.3 229.828 I 0 17.2 °31.000 0.0 102.7 227.700 I 0 17.1 31.250 0.0 102.0 225.586 I 0 17.0 31.500 0.0 101.3 223.486 I 0 17.0 ,,.;31.750 0.0 100.6 221.400 I 0 16.9 32.000 0.0 100.0 219.328 I 0 16.8 32.250 0.0 99.3 217.270 I 0 16.8 32.500 0.0 98.6 215.225 I 0 16.7 32.750 0.0 98.0 213.194 I 0 16.6 33.000 0.0 97.3 211.177 I 0 16.5 t .33.250 0.0 96.7 209.173 I 0 16.5 .=133.500 0.0 96.0 207.182 I 0 16.4 33.750 '.000 0.0 0.0 95.4 94.8 205.205 203.241 I I 0 0 16.3 16.3 s. ..250 0.0 94".1 201.289 I 0 16.2 34.500 0.0 93.5 199.351 I 0 16.2 t34.750 0.0 92.9 197.426 I 0 16.1 35.000 0.0 92.3 195.513 I 0 16.0 "35.250 0.0 91.8 193.612 I 0 16.0 35.500 0.0 91.4 191.720 I 0 15.9 35.750 0.0 91.0 189.837 I 0 15.8 36.000 0.0 90.5 187.962 I 0 15.7 36.250 0.0 90.1 186.096 I 0 15.7 36.500 0.0 89.7 184.237 I 0 15.6 36.750 0.0 89.3 182.388 I 0 15.5 37.000 0.0 88.9 180.546 I 0 15.4 0.0 88.5 178.713 I 0 15.4 '37.250 37.500 0.0 88.1 176.887 I 0 15.3 37.750 0.0 87.7 175.071 I 0 15.2 0.0 87.4 173.262 I 0 15.2 '38.000 38.250 0.0 87.0 171.461 I 0 15.1 38.500 0.0 86.6 169.668 I 0 15.0 38.750 0.0 86.2 167.884 I 0 15.0 1,39.000 0.0 85.8 166.107 I Cr 14.9 39.250 0.0 85.4 164.338 I 0 14.8 39.500 0.0 85.0 162.578 I 0 14.8 39.750 0.0 84.6 160.825 I 0 14.7 4 0.0 84.3 159.080 I 0 14.6 `.250 0.0 83.9 157.343 I 0 14.6 _x.500 0.0 83.5 155.613 I 0 14.5 40.750 0.0 83.1 153.891 I 0 14.4 41.000 0.0 82.8 152.178 I 0 14.4 41.250 0.0 82.4 150.471 I 0 14.3 41.500 0.0 82.0 148.773 I 0 14.2 141.750 0.0 81.7 147.082 1 14.2 42.000 0.0 81.3 145.398 I 0 14.1 42.250 0.0 80.9 143.722 I 0 14.0 n2.500 0.0 80.4 142.056 I 0 14.0 .750 0.0 79.6 140.404 I 0 13.9 43.000 0.0 78.8 138.768 I 0 13.8 43.250 0.0 78.0 137.148 I 0 13.7 43.500 0.0 77.3 135.544 I 0 13.7 43.750 0.0 76.5 133.956 I 0 13.6 44.000 0.0 75.7 132.383 I 0 13.5 _;44.250 0.0 75.0 130.826 I 0 13.5 44.500 0.0 74.3 129.284 I 0 13.4 44.750 0.0 73.5 127.757 I 0 13.3 45•.000 0.0 72.8 126.245 I 0 13.2 45.250 0.0 72.1 124.748 I 0 13.2 0.0 71.4 123.265 I 0 13.1 '45.500 45.750 0.0 70.7 121.797 I 0 13.0 46.000 0.0 70.0 120.344 I 0 13.0 46.250 46.500 0.0 0.0 69.3 68.6 118.905 117.480 I 0 I 0 12.9, 12.8 :,46.750 0.0 68.0 116.068 I 0 12.8 47.000 0.0 67.3 114.671 I 0 12.7 47.250 0.0 66.6 113.287 I 0 12.7 '47.500 0.0 66.0 111.917 I 0 12.6 •47.750 0.0 65.3 110.561 I 0 12.5 48.000 0.0 64.7 109.217 I 0 12.5 t 48.250 0.0 64.1 107.887 I 0 12.4 48.500 0.0 63.4 106.570 I 0 12.3 0.0 62.8 105.266 IO 12.3 '48.750 `.000 0.0 62.2 103.974 IO 12.2 -250 0.0 61.6 102.696 IO 12.2 49.500 0.0 61.0 101.430 IO 12.1 `49.750 ,50.000 0.0 60.4 100.176 IO 12.1 0.0 59.8 98.934 IO 12.0 50.250 0.0 59.1 97.706 IO 11.9 0.0 58.5 96.490 IO 11.9 '50.500 50.750 0.0 57.9 95.288 IO 11.8 51.000 0.0 57.2 94.100 IO 11.7 51.250 0.0 56.6 92.924 IO 11.6 51.500 0.0 56.0 91.760 IO 11.6 51.750 0.0 55.4 90.610 IO 11.5 52.000 0.0 54.8 89.472 IO 11.4 52.250 0.0 54.2 88.347 IO 11.4 52.500 0.0 53.6 87.233 I0 11.3 •52.750 0.0 53.0 86.132 IO 11.2 53.000 53.250 0.0 0.0 52.4 51.9 85.043 83.966 IO IO 11.2 11.1 53.500 0.0 51.3 82.90.1 IO 11.1 53.750 0.0 50.7 81.847 IO 11.0 54.000 0.0 50.2 80.804 IO 10.9 :54.250 0.0 49.6 79.773 IO 10.9 54.500 0.0 49.1 78.753 IO 10.8 54.750 0.0 48.6 77.745 IO 10.8 '55.000 0.0 48.0 76.747 IO 10.7 .250 0.0 47.5 75.760 IO 10.6 1.500 0.0 47.0 74.784 IO 10.6 55.750 0.0 46.5 73.819 IO 10.5 56.000 0.0 46.0 72.864 IO 10.5 56.250 0.0 45.5 71.919 IO 10.4 ' 56.500 0.0 45.0 70.985 IO 10.4 56. 750 0.0 44.5 70.061 IO 10.3 57.000 0.0 44.0 69.147 IO 10.3 57.250 0.0 43.5 68.243 IO 10.2 `7.500 0.0 43.0 67.349 IO 10.2 .750 0.0 42.6 66.465 IO 10.1 58.000 0.0 42.1 65.590 IO 10.0 58.250 0.0 41.6 64.725 IO 10.0 .." ;58.500 0.0 41.1 63.870 IO 9.9 58.750 0.0 40.6 63.025 IO 9.9 159.000 0.0 40.2 62.190 IO 9.8 mr59.250 0.0 39.7 61.365 IO 9.7 59.500 0.0 39.2 60.550 IO 9.7 59.750 0.0 38.7 59.745 IO 9.6 6 V .000 0.0 38.3 58.950 IO 9.6 .- 60.250 0.0 37.8 58.164 IO 9.5 0.0 37.3 57.388 IO 9.4 160.500 1:60.750 0.0 36.9 56.620 IO 9.4 ,'61.000 0.0 36.5 55.863 IO 9.3 61.250 0.0 36.0 55.114 IO 9.3- ,:61.500 0.0 35.6 54.374 IO 9.2 X61.750 0.0 35.2 53.643 IO 9.1 62.000 0.0 34.7 52.921 IO 9.1 62.250 0.0 34.3 52.208 IO 9.0 X62.500 0.0 33.9 51.503 IO 9.0 '62.750 0.0 33.5 50.807 IO 8.9 0.0 33.1 50.119 IO 8.9 '63.000 63.250 0.0 32.7 49.440 IO 8.8 ='63.500 0.0 32.3 48.768 IO 8.8 63.750 0.0 31.9 48.105 IO 8.7 .000 0.0 31.5 47.449 0 8.7 250 0.0 31.2 46.802 0 8.6 64.500 0.0 30.8 46.162 0 8.6 164.750 165.000 0.0 30.4 45.530 0 8.5 0.0 30..0 44.905 0 8.5 "65.250 0.0 29.7 44.289 0 8.4 65.500 0.0 29.3 43.679 0 8.4 65.750 0.0 29.0 43.077 0 8.3 66.000 0.0 28.6 42.482 0 8.3 66.250 0.0 28.3 41.894 0 8.2 '66.500 0.0 27.9 41.313 0 8.2 66.750 0.0 27.6 40.740 0 8.2 67.000 0.0 27.3 40.173 0 8.1 67.250 0.0 26.9 39.613 0 8.1 67.500 0.0 26.6 39.059 0 8.0 67.750 0.0 26.3 38.512 0 8.0 68.000 0.0 26.1 37.971 0 7.9 68.250 0.0 25.8 37.435 0 7.8 r.J- 68.500 0.0 25.6 36.905 0 7.8 6'8.750 0.0 25.3 36.379 0 7.7 1 69.000 0.0 25.1 35.859. 0 7.7 69.250 0.0 24.8 35.344 0 7.6 1 69.500 0.0 24.6 34.834 0 7.6 0.0 24.3 34.329 0 7.5 169.750 70.000 0.0 24.1 33.829 0 7.5 W' .250 0.0 2.3.8 33.334 0 7.4 J.500 0.0- 23.6 32.844 0 7.3 70.750 0.0 23.4 32.359 0 7.3 71.000 0.0 23.1 31.878 0 7.2 71.250 0.0 22.9 31.403 0 7.2 ' 71.500 0.0 22.7 30.932 0 7.1 71.750 0.0 22.5 30.465 0 7.1 72.000 0.0 22.2 30.003 0 7.0 172.250 0.0 22.0 29.546 0 7.0 "?.500 0.0 21.8 29.093 0 6.9 .750 0.0 21.6 28.645 O 6.9 ,73.000 0.0 21.4 28.201 0 - 6.8 .73.250 0.0 21.2 27.762 0 6.8 °'73.500 0.0 21.0 27.327 0 6.7 75.500 0.0 19.4 23.997 0 6.4 75.750 0.0 19.2 23.599 0 6.3, 76.000 0.0 19.0 23.205 0 6.3 76.250 0.0 20.7 26.896 0 6.7 173.750 74.000 0.0 20.5 26.470 0 0 6.6 :.74.250 0.0 20.3 26.047 0 22.047 0 6.6 74.500 0.0 20.1 25.629 0 18.2 21.668 0 6.5 74.750 0.0 19.9 25.215 0 0.0 18.1 21.293 6.5 75.000 0.0 19.7 24.805 0 77.500 0.0 17.9 6.5 °75.250 0.0 19.5 24.399 0 6.0 - '77.750 0.0 6.4 75.500 0.0 19.4 23.997 0 6.4 75.750 0.0 19.2 23.599 0 6.3, 76.000 0.0 19.0 23.205 0 6.3 76.250 0.0 18.8 22.815 0 4.9 6.2 76.500 0.0 18.6 22.429 0 4.8 - 83.500 6.2 :76.750 0.0 18.4 22.047 0 4.8 83.750 0.0 6.1 77.000 0.0 18.2 21.668 0 4.7 84.000 0.0 12.9 6.1 77.250 0.0 18.1 21.293 0 84.250 0.0 12.8 12.452 6.1 77.500 0.0 17.9 20.922 0 0.0 12.6 12.190 0 6.0 - '77.750 0.0 17.7 20.1555 0 12.4 11.932 0 6.0 0.0 17.5 20.192 0 11.676 0 5.9 178.000 ..78.250 0.0 17.2 19.833 0 0 5.9 78.500 0.0 17.0 19.479 0 4.4 4.4 5.8 78.750 .000 0.0 0.0 16.8 16.6 19.130 18.784 0 0 4.4 86.250 5.7 5.7 -j.250 0.0 16.4 18.444 0 4.3 ' 86.500 0.0 5.6 79.500 0.0 16.2 18.107 0 4.3 5.6 79.750 0.0 16.0 17.775 0 5.5 .80.000 0.0 15.8 17.446 0 5.5 '80.250 0.0 15.6 17.122 0 5.4 80.500 0.0 15.4 16.802 0 5.4 80.750 0.0 15.2 16.486 0 5.3 81.000 0:0 15.0 16.174 0 5.3 81.250 0.0 14.8 15.865 0 5.2 '81.500 0.0 14.6 15.561 0 5.2 .81.750 0.0 14.5 15.260 0 5.1 82.000 0.0 14.3 14.963 0 5.1 82.250 0.0 14.1 14.670 0 5.0 82.500 0.0 13.9 14.380 0 5.0 82.750 0.0 13.8 14.095 0 4.9 0.0 13.6 13.812 0 4.9 '83.000 83.250 0.0 13.4 13.533 0 4.8 - 83.500 0.0 13.2 13.258 0 4.8 83.750 0.0 13.1 12.986 0 4.7 84.000 0.0 12.9 12.717 0 4.7 84.250 0.0 12.8 12.452 0 4.6 - 84.500 0.0 12.6 12.190 0 4.6 0.0 12.4 11.932 0 4.6 ,84.750 85.000 0.0 12.3 11.676 0 4.5 .250 0.0 12.1 11.424 0 4.5 05.500 85.750 0.0 0.0 12.0 11.8 11.175 10.929 0 0 4.4 4.4 ;86.000 0.0 11.7 10.686 0 4.4 86.250 0.0 11.5 10.446 0 4.3 ' 86.500 0.0 11.4 10.210 0 4.3 86.750 0.0 11.3 9.976 0 4.2 87.000 0.0 11.1 9.745 0 4.2 87.250 0.0 11.0 9.516 0 4.2 ^ -7.500 0.0 10.8 9.291 0 4.1 .750 0.0 10.7 9.069 0 4.1 88.000 0.0 10.6 8.849 0 4.1 88.250 0.0 10.4 8.632 0 4.0 "88.500 0.0 10.3 8.418 0 4.0 88.750 1 89.000 0.0 0.0 10.1 10.0 8.207 7.999 0 0 3.9 3.9 :89.250 0.0 9.8 7.795 0 3.8 89.500 0.0 9.7 7.594 0 3.8 89.750 0.0 9.5 7.396 0 3.7 '90.000 0.0 9.4 7.201 0 3.7 90.250 0.0 9.2 7.009 0 3.6 90.500 0.0 9.1 6.820 0 3.6 90.750 0.0 8.9 6.634 0 3.6 91.000 0.0 8.8 6.451 0 3.5 91.250 91.500 0.0 0.0 8.7 8.5 6.271 6.093 0 0 3.5 3.4 91.750 0.0 8.4 5.919 0 3.4 92.000 0.0 8.3 5.747 0 3.3 92.250 0.0 8.1 5.578 0 3.3 92.500 0.0 8.0 5.411 0 3.3 92.750 0.0 7.9 5.247 0 3.2 93.000 0.0 7.8 5.086 0 3.2 93.250 0.0 7.6 4.927 0 3.1 =•- 93.500 0.0 7.5 4.770 0 3.1 93.750 0.0 7.4 4.616 0 3.1 .000 0.0 7.3 4.465 0 3.0 _1.250 0.0 7.2 4.316 0 3.0 n 94.500 0.0 7.1 4.169 0 3.0 0.0 6.9 4.024 0 2.9 194.750 95.000 0.0 6.8 3.882 0 2.9 95.250 0.0 6.7 3.742 0 2.9 95.500 0.0 6.6 3.604 0 2.8 95.750 0.0 6.5 3.468 0 2.8 96.000 0.0 6.4 3.334 0 2.8 96.250 0.0 6,3 3.203 0 2.7 '96.500 0.0 6.2 3.073 0 2.7 96.750 0.0 6.1 2.946 0 2.7 97.000 0.0 6.0 2.821 0 2.6 .97.500 0.0 5.9 2.697 0 2.6 197.250 0.0 5.8 2.575 0 2.6 97.750 0.0 5.7 2.456 0 2.6 98.000 98.250 0.0 0.0 5.7 5.6 2.338 2.222 0 0 2.5 2.5 .98.500 0.0 5.5 2.108 0 2.5 98.750 0.0 5.4 1.995 0 2.4 99.000 0.0 5.3 1.885 0 2.4 99.250 0.0 5.2 1.776 O 2.4 99.500 0.0 5.1 1.669 0 2.4 0.0 5.1 1.563 0 2.3 I99.750 LOO.000 0.0 5.0 1.459 O 2.3 .250 0.0 4.9 1.357 0 2.3 lvO.500 0.0 4.8 1.256 0 2.3 �L00.750 0.0 4.8 1.157 0 2.2 ;LO1.000 '0.0 4.7 1.060 0 2.2 101.250 0.0 4.6 0.964 0 2.2 '101.500 0.0 4.5 0.869 0 2.2 401. 750 0.0 4.5 0.776 O 2.1 02.000 0.0 4.4 0.685 O 2.1 02.250 '0.0 4.3 0.595 O 2.1 ^'.500. 0.0 4.3 0.506 O 2.1 .750 0.0 4.2 0.418 O 2.1 0.0 4.1 0.333 O 2.0 ,03.000 :03.250 0.0 4.1 0.248 O 2.0 •03.500 0.0 4.0 0.165 O 2.0 03.750 0.0 2.9 0.094 O 1.2 04.000 0.0 1.9 0.045 O 0.5 ,..;04.250 0.0 1.2 0.013 O 0.1 104.500 0.0 0.0 0.000 O 0.0 ,! ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 418 Time interval = '15.0 (Min.) ' Maximum /Peak flow rate = 128.6 (CFS) Total volume = 421.86 (Ac.Ft) ' Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000' r -------------------------------------------------------------------- 1 1 t 1 1 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 25 YR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF FOUR (4) INCHES PER HOUR QUARRY AT LA QUINTA PROJECT FILENAME: Y254 The Kieth Companies, Moreno Valley Office - SIN 538 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name:, h2425y.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 106 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 762.5 (CFS) Total volume = 298.03 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000• 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * * *. User entry of depth- outflow - storage data Total number of inflow Hydrograph time unit = Initial depth in storal Initial basin depth = Initial basin storage Initial basin outflow --------------- - - - - -- hydrograph intervals = 106 15.000 (Min.) 3e basin = 0.00(Ft.) 0.00 (Ft.) 0.00 (Ac.Ft) = 0.00 (CFS) --------------------- - - - - -- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (-S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.010 0.010 1.170 -0.002 0.022 2.000 1.060 3.990 1.019 1.101 4.000 9.420 10.360 9.313 9.527 6.000 21.650 17.790 21.466 21.834 8.000 39.700 26.460 39.427 39.973 10.000 65.660 41.660 65.230 66.090 ' 12.000 99.880 59.810 99.262 100.498 14.000 143.790 8'0.750 142.956 144.624 iTime Inflow Outflow Storage Depth ,(Hours) (CFS) (CFS) (Ac.Ft) .0 190.6 381.2 .571.9 762.5 (Ft.) 0.250 0.7 0.4 0.003 0 1 1 1 1 0.0 16.000 195.760 92.040 194.809 196.711 18.000 255.270 111.280 254.120 256.420 0.750 20.000 322.040 121.160 320.788 323.292 22.000 395.690 139.150 394.253 397.128 8.9 1.8• Hydrograph Detention Basin Routing - - -- ----------------------------------------------------------- 6.250 26.8 0.5 5.605 1.250 Gra h values: P 'I'= unit inflow, 101=outflow at time shown iTime Inflow Outflow Storage Depth ,(Hours) (CFS) (CFS) (Ac.Ft) .0 190.6 381.2 .571.9 762.5 (Ft.) 0.250 0.7 0.4 0.003 0 1 1 1 1 0.0 4.750 21.9 5.8 3.449 O 2.6 5.000 23.2 6.1 3.792 O 2.7 " 5.250 24.5 6.4 4.157 OI 2.7 5.500 0.500 4.2 1.2 0.037 0 2.8 0.1 t 0.750 7.2 1.5 0.126 0 2.9 6.000 0.2 7.2 1.000 8.9 1.8• 0.258 0 3.0 6.250 26.8 0.5 5.605 1.250 10.8 2.3 0.419 0 3.1 '6.500 28.7 7.8 0.8 OI 1.500 10.3 2.7 0.586 O 6.750 30.0 8.1 6.465 1.1 ...;1.750 10.2 3.1 0.737 0 32.1 8.5 6.935 OI 1.4 2.000 10.6 3.5 0.883 0 8.8 7.428 OI 1.7 2.250 12.2 3.9 1.041 0 7.932 OI 2.0 2.500 12.9 4.1 1.217 0 OI 2.0. 3.8 2.750 13.6 4.3 1.405 O 2.1 0 8.500 74.4 15.3 4.4 1.614 O 4.2 2.1 r3.000 3.250 16.2 4.6 1.847 0 4.4 9.000 2.2 13.2 3.500 16.5 4.8 2.088 0 4.8 9.250 164.3 2.2 16.850 3.750 16.8 5.0 2.331 0 5.2 J 9.500 216.9 17.1 2.3 0 .000 17.2 5.1 2.578 0 262.2 19.4 25.031 2..4 I 4.250 18.9 5.3 2.843 0 303.9 22.0 30.451 0 2.4 4.500 20.0 5.6 3.133 0 24.9 36.384 O 2.5 4.750 21.9 5.8 3.449 O 2.6 5.000 23.2 6.1 3.792 O 2.7 " 5.250 24.5 6.4 4.157 OI 2.7 5.500 22.7 6.6 4.511 0 2.8 5.750 23.7 6.9 4.851 O 2.9 6.000 25.6 7.2 5.215 OI 3.0 6.250 26.8 7.5 5.605 OI 3.1 '6.500 28.7 7.8 6.021 OI 3.2 6.750 30.0 8.1 6.465 OI 3.3 7.000 32.1 8.5 6.935 OI 3.4 7.250 33.0 8.8 7.428 OI 3.5 7.500 33.8 9.2 7.932 OI 3..6 ''7.750 36.0 9.6 8.459 OI 3.8 8.000 8.250 37.5 41.3 10.1 10.5 9.016 9.617 OI OI 3.9 4.0 0 8.500 74.4 11.1 10.589 0 I 4.2 8.750 95.9 12.0 12.110 0 I 4.4 9.000 126.0 13.2 14.141 0 I 4.8 9.250 164.3 14.9 16.850 0 I 5.2 J 9.500 216.9 17.1 20.458 0 I 5.8 262.2 19.4 25.031 0 I 6.4 ,9.750 110.000 303.9 22.0 30.451 0 I 7.0 7� .250 317.3 24.9 36.384 O I 7.6 10.500 228.5 27.5 41.480 0. I 8.1 110.750 209.3 29.8 45.410 0 I 8.4 11.000 276.0 32.4 49.781 0 I 8.8 11.250 304.3 35.5 55.076 O I 9.2 '11.500 303.7 38.7 60.590 O I 9.6 '11.750 299.8 41.8 65.993 0 I 10.0 12.000 277.1 44.5 71.060 IO I I I I I 10.3 12.250 307.6 47.2 76.152 0 I 10.6 ?.500 426.3 50.7 82.722 0 I 11.0 .750 503.8 55.2 91.235 0 I 11.5 ,14.750 612.4 89.4 183.714 O I 1 15.5 15.000 609.3 91.8 194.463 0 I 16.0 '15.250 592.4 95.0 204.949 0 I 16.3 15.500 569.9 98.2 214.960 573.3 60.4 101.167 0 16.6 15.750 533.0 101.3 224.293 I 12.1 113.000 :13.250 640.9 65.8 112.406 0 I I I 12.6 ,'13.500 747.2 71.9 125.323 O 17.5 '16.500 202.5 107.3 242.985 I 13.2 13.750 762.5 78.6 139.363 0 I 232.829 I I 13.8 14.000 617.3 82.5 151.952 0 17.6 97.4 I 14.3 14.250 571.0 84.8 162.499 0 118,750 1.000 I 103.4 14.7 14.500 609.3 87.1 172.916 0 17.2 _.".250 I 15.1 ,14.750 612.4 89.4 183.714 O I 1 15.5 15.000 609.3 91.8 194.463 0 I 16.0 '15.250 592.4 95.0 204.949 0 I 16.3 15.500 569.9 98.2 214.960 0 105.8 I I 16.6 15.750 533.0 101.3 224.293 0 '24.750 25.000 I ,18.000 18.250 17.0 16.000 460.3 103.9 232.435 0 I I -� .250 17.2 16.250 390.9 106.0 239.059 0 :- •.18.500 I 104.6 17.5 '16.500 202.5 107.3 242.985 0 I 183.489 I 17.6 114.3 107.6 0 13.6 I 232.829 I 17.6 17.000 72.0 107.6 243.738 IO 17.2 21.500 17.6 '17.250 48.6 107.2 242.766 I 0 17..6 17.500 36.8 . 106.8 241.438 I 0 17.5 '17.750 28.6 106.3 239.912 I 0 17.5 19.750 11.9 101.6 225.250 I 0 17.0 20.000 10.7 101.0 223.391 I 0 16.9 -"20.250 9.0 100.4 221.514 I 0 16.9 20.500 23.3 105.8 238.258 I 0 15.7 '24.750 25.000 17.4 ,18.000 18.250 18.3 105.2 236.509 I 0 -� .250 0.6 89.8 17.4 :- •.18.500 15.1 104.6 234.687 I 0 89.4 183.489 I 17.3 21.250 13.6 104.0 232.829 I 0 17.2 21.500 9.2 97.4 212.276 I 0 15.5 _.26.000 16.6 118,750 1.000 11.6 103.4 230.946 I 0 26.250 0.1 88.2 17.2 _.".250 9.6 102.8 229.035 I 0 87.8 176.180 I 17.1 19.500 10.4 102.2 227.124 I 0 17.1 19.750 11.9 101.6 225.250 I 0 17.0 20.000 10.7 101.0 223.391 I 0 16.9 -"20.250 9.0 100.4 221.514 I 0 16.9 20.500 9.7 99.8 219.640 I 0 15.7 '24.750 25.000 16.8 20.750 10.1 99.2 217.789 I 0 -� .250 0.6 89.8 16.7 721.000 9.8 98.6 215.952 I 0 89.4 183.489 I 16.7 21.250 8.6 98.0 214.111 I 0 16.6 21.500 9.2 97.4 212.276 I 0 15.5 _.26.000 16.6 88.6 8.4 96.8 210.451 I 0 26.250 0.1 88.2 16.5 __121.750 22.000 9.0 96.2 208.637 I 0 87.8 176.180 I 16.4 22.250 8.2 95.6 206.833 I 0 16.4 22.500 8.9 95.0 205.041 I 0 16.3 22.750 7.9 94.5 203.257 I 0 16.3 7.3 93.9 201.469 I 0 16.2 123,000 23.250 7.1 93.3 199.685 I 0 16.1 -1.23.500 7.0 92.7 197.909 I 0 16.1 23.750 7.0 92.2 196.143 -I 0 16.0 '24.000 6.9 91.7 194.387 I 0 15.9 24.250 6.2 91.4 192.630 I 0 15.9 `24-.500 3.0 91.0 190.842 I 0 15.8 1.6 90.6 189.014 I 0 15.7 '24.750 25.000 0.9 90.2 187.173 I 0 15.7 -� .250 0.6 89.8 185.330 I 0 15.6 0.4 89.4 183.489 I 0 15.5 ,.�6 25.750 0.2 89.0 181.652 I 0 15.5 _.26.000 0.1 88.6 179.8.21 I 0 15.4 26.250 0.1 88.2 177.997 I 0 15.3 26.500 0.0 87.8 176.180 I 0 15.2 ._I .26.750 0.0 87.4 174.371 I 0 15.2 27.000 0.0 87.0 172.569 I 0 15.1 .27.250 0.0 86.6 170.776 I 0 15.0 -7.500 0.0 86.2 168.990 I 0 15.0 .750 0.0 85.8 167.213 I 0 14.9 28.000 0.0 8'5.5 165.443 I 0 14.8 28.250 0.0 85.1 163.681 I 0 14.8 1.28.500 0.0 84.7 161.928 I 0 14.7 28.750 0.0 84.3 160.182 I 0 14.6 29.000 0.0 83.9 158.444 I O 14.6 u. :.29.250 0.0 83.6 156.713 I 0 14.5 29.500 0.0 83.2 154.991 I 0 14.4 29.750 0.0 82.8 153.276 I 0 14.4 :30.000 0.0 82.4 151.569 I O 14.3 30.250 0.0 82.1 149.869 I 0 14.2 30.500 0.0 81.7 148.178 I 0 14.2 30.750 0.0 81.3 146.493 I 0 14.1 31.000 0.0 81.0 144.816 I 0 14.0 31.250 0.0 80.4 143.149 I 0 14.0 31.500 0.0 79.7 141.495 I 0 13.9 31.750 0.0 78.9 139.857 I 0 13.8 32.000 0.0 78.1 138.236 I 0 13.7 32.250 0.0 77.3 136.630 I 0 13.7 .32.500 0.0 76.6 135.040 I 0 13.6 32.750 0.0 75.8 133.465 I 0 13.5 33.000 0.0 75.1 131.907 I 0 13.5 33.250 0.0 74.3 130.363 I 0 13.4 : 33.500 0.0 73.6 128.834 I 0 13.3 33.750 0.0 72.9 127.321 I 0 13.2 ' .000 0.0 72.2 125.822 I 0 13.2 ._ :.250 0.0 71.5 124.338 I 0 13.1 34.500 0.0 70.8 122.868 I 0 13.0 34.750 0.0 70.1 121.413 I 0 13.0 35.000 0.0 69.4 119.973 I 0 12.9 35.250 0.0 68.7 118.546 I 0 12.9 0.0 68.0 117.133 I 0 12.8 '35.500 35.750 0.0 67.4 '115.734 I 0 12.7 36.000 0.0 66.7 114.349 I 0 12.7 36.250 0.0 66.1 112.978 I 0 12.6. 36.500 0.0 65.4 111.620 I 0 12.5 ,36.750 0.0 64.8 110.275 I 0 12.5 37.000 0.0 64.1 108.943 I 0 12.4 137.250 :37.500 0.0 63.5 107.625 I 0 12.4 0.0 62.9 106.319 I 0 12.3 37.750 0.0 62.3 105.026 I 0 12:2 38.000 0.0 61.7 103.746 I 0 12.2 38.250 0.0 61.0 102.478 I 0 12.1 38.500 0.0. 60.5 101.223 I 0 12.1 38.750 0.0 59.9 99.980 I 0 12.0 '39.000 0.0 59.2 98.750 I 0 11.9 .39.250 0.0 58.6 97.534 I 0 39.500 0.0 57.9 96.330 I 0 11.8 39.750 0.0 57.3 95.140 I 0 11.7 40.000 0.0 56.7 93.963 I 0 11.7 .250 0.0 56.1 92.798 I 0 11.6 0.500 0.0 55.4 91.646 I 0 11.5 ,40.750 0.0 54.8 90.507 I'0 11.5 ,41..000 0.0 54.2 89.380' I O 11.4 41.250 0.0 53.6 88.265 I 0 11.3 41.500 0.0 53.1 87.163 I 0 11.3 r 41.750 0.0 52.5 86.073 I 0 11.2 _. 42.000 42.250 0.0 0.0 51.9 51.3 84.994 83.927 I 0 I 0 11.1 11.1 'x.500 0.0 50.8 82.872 I'0 11.0 .750 0.0 50.2 81.829 I 0 10.9 43.000 0.0 49.7 80.796 I 0 10.9 43.250 0.0 49.1 79.775 I 0 10.8 =43.500 0.0 48.6 78.765 I 0 10.8 43.750 0.0 48.1 77.766 I 0 10.7 44.000 0.0 47.6 76.778 I0 10.6 ;44.250 0.0 47.0 75.801 IO 10.6 44.500 0.0 46.5 74.835 IO 10.5 •44.750 0.0 46.0 73.879 IO 10.5 ::45.000 0.0 45.5 72.933 IO 10.4 •45.250 0.0 45.0 71.998 IO 10.4 _45.500 0.0 44.5 71.073 IO 10.3 45.750 0.0 44.0 70.158 IO 10.3 °46.000 0.0 43.6 69.252 IO 10.2 0.0 43.1 68.357 IO 10.2 x46.250 46.500 0.0 42.6 67.472 IO 10.1 ,.-A6.750 0.0 42.2 66.596 IO 10.1 47.000 47.250 0.0 0.0 41.7 41.2 65.730 64.873 IO -10 10.0 9.9 47.500 0.0 40.7 64.027 IO 9.9 47.750 0.0 40.2 63.191 IO 9.8 148.000 0.0 39.7 62.365 IO 9.7 48.250 0.0 39.3 61.549 IO 9.7 '48.500 0.0 38.8 60.743 IO 9.6 48.750 0.0 38.3 59.947 IO 9.6 ' .000 0.0 37.9 59.160 IO 9.5 x.250 0.0 37.4 58.383 IO 9.4 49.500 0.0 36.9 57.615 IO 9.4 49.750 0.0 36.5 56.856 IO 9.3 50.000 0.0 36.1 56.106 IO 9.3 '-50.250 0.0 35.6 55.365 IO 9.2 50.500 0.0 35.2 54.634 IO 9.2 50.750 0.0 34.8 53.911 IO 9.1 51.000 0.0 34.4 53.196 IO 9.0 0.0 33.9 52.491 IO 9.0 x51.250 51.500 0.0 33.5 51.793 IO 8.9 :51.750 0.0 33.1 51.105 IO 8.9 52.000 0.0 32.7 50.424 IO 8.8 52.250 0.0 32,.3 49.352 IO 8.8 52.500 0.0 32.0 49.087 IO 8.7 '52.750 0.0 31.6 48.431 IO 8.7 0.0 31.2 47.783 IO 8.6 x53.000 53.250 0.0 30.8 47.142 IO 8.6 .53.500 0.0 30.4 46.509 IO 8.5 53.750 54.000 0.0 0.0 30.1 29.7 45.884 45.266 IO IO 8.5 8.4 ,54.250 0.0 29.4 44.656 IO 8'.4 54.500 0.0 29.0 44.053 IO 8.3 54.750 0.0 28.7 43.457 IO 8.3 55.000 0.0 28.3 42.868 IO 8.2 .250 0.0 28.0 42.287 IO 8.2 0.0 27.6 41.712 IO 8.2 xj5.500 55.750 0.0 27.3 41.145 IO 8.1 56.000 0.0 27.0 40.584 IO 8.1 56.250 0.0 26.7 40.030 IO 8.0 ' 56.500 0.0 26.4 39.482 IO 8.0 1'56.750 0.0 26.1 38.941 IO 7.9 57.000 0.0 25.8 38.404 IO 7.9 57.250 0.0 25.6 37.873 IO 7.8 r7 .500 0.0 25.3 37.347 IO 7.7 .750 0.0 25.1 36.826 IO 7.7 58.000 0.0 24.8 36.311 IO 7.6 58.250 0.0 24.6 35.800 IO 7.6 500 0.0 24.3 35.295 IO 7.5 58.750 0.0 24.1 34.794 IO 7.5 59.000 0.0 23.9 34.299 IO 7.4 %'.59.250 0.0 23.6 33.808 0 7.3 59.500 0.0 23.4 33.322 0 7.3 0.0 23.2 32.841 0 7.2 ;`59.750 60.000 0.0 22.9 32.365 0 7.2 60.250 0.0 22.7 31.893 0 7.1 60.500 0.0 22.5 31.426 0 7.1 1.60.750 0.0 22.3 30.964 0 7.0 61.000 0.0 22.0 30.506 0 7.0 61.250 0.0 21.8 30.053 0 6.9 61.500 0.0 21.6 29.604 0 6.9 61.750 0.0 21.4 29.160 0 6.8 62.000 0.0 21.2 28.720 0 6.8 -62.250 0.0 21.0 28.285 0 6.7 ;62.500 0.0 20.8 27.853 0. 6.7 62.750 0.0 20.6 27.426 0 6.6 63.000 0.0 20.4 27.004 0 6.6 63.250 0.0 20.2 26.585 0 6.5 63.500 0.0 20.0 26.170 0 6.5 0.0 19.8 25.760 0 6.5 f3*750 .000 0.0 19.6 25.354 0 6.4 .250 0.0 19.4 24.951 0 6.4 64.500 0.0 19.2 24.553 0 6.3 64.750 0.0 19.0 24.159 0 6.3 65.000 0.0 18.8 23.768 0 6.2 65.250 0.0 18.6 23.381 0 6.2 0.0 18.4 22.999 0 6.1 165.500 165.750 0.0 18.3 22.620 0 6.1 .,;66.000 0.0 18.1 22.244 0 6.1 66.250 0.0 17.9 21.873 0 6.0 66.500 0.0 17.7. 21.505 0 6.0 .166.750 0.0 17.5 21.141 0 5.9 67.000 0.0 17.3 20.782 0 5.9 67.250 0.0 17.0 20.428 0 5.8 67.500 0.0 16.8 20.078 0 5.7 °}'67.750 0.0 16.6 19.732 0 5.7 0.0 16.4 19.391 0 5.6 168.000 168.250 0.0 16.2 19.054 0 5.6 68.500 0.0 16.0 18.721 0 5..,5 68.750 0.0 15.8 18.392 0 5.5 69.000 0'.0 15.6 18.068 0 5.4 69.250 0.0 15.4 17.747 0 5.4 69.500 0.0 15.2 17.430 0 5.3 69.750 0.0 15.0 17.118 0 5.3 70.000 0:0 14.8 16.809 0 5.2 .250 0.0 14.7 16.504 0 5.2 X0.500 0.0 14.5 16.203 0 5.1 70.750 0.0 14.3 15.906 0 5.1 71.000 0.0 14.1 15.612 .0 5.0 71.250 0.0 13.9 15.322 0 5.0 ,;71.500 0.0 13.8 15.036 0 4.9 _J " 71.750 -0.0 13.6 14.753 0 4.9 72.000 0.0 13.4 14.474 0 4.8 '72.250 0.0 13.3 14.198 0 4.8 ''.500 0.0 13.1 13.926 O 4.7 .750 0.0 12.9 13.657 0 4.7 73.000. 0.0 12.8 13.391 0 4.6 :73.250 0.0 12.6 13.129 0 4..6 73.500 0.0 12.5 12.870 0 4.6 73.750 0.0 12.3 12.614 0 4.5 1 74.000 0.0 12.1 12.362 0 4.5 >74.250 0.0 12.0 12.112 0 4.4 74.500 74.750 0.0 0.0 11.8 11.7 11.866 11.623 0 0 4.4 4.4 75.000 0.0 11.6 11.383 0 4.3 75.250 0.0 11.4 11.145 0 4.3 75.500 0.0 11.3 10.911 0 4.2 :75.750 0.0 11.1 10.680 0 4.2 '76.000 0.0 11.0 10.451 0 4.2 0.0 10.8 10.226 0 4.1 ,76.250 :76.500 0.0 10.7 10:003 0 4.1 76.750 0.0 10.6 9.783 0 4.1 77.000 0.0 10.4 9.566 0 4.0 77.250 0.0 10.3 9.351 0 4.0 77.500 0.0 10.1 9.140 0 3.9 77.750 0.0 10.0 8.932 0 3.9 '78.000 0.0 9.8 8.727 0 3.8 78.250 0.0 9.7 8.526 0 3.8 °78.500 0.0 9.5 8.327 0 3.7 0.0 9.4 8.132 0 3.7 r78.750 .000 0.0 9.2 7.940 0 3.6 r.:-).250 0.0 9.1 7.751 0 3.6 79.500 0.0 8.9 7.564 0 3.6 ['79.750 0.0 8.8 7.381 0 3.5 80.000 0.0 8.7 7.200 0 3.5 80.250 0.0 8.5 7.023 0 3.4 80.500 0.0 8.4 6.848 0 3.4 8 0.0 8.3 6.676 0 3.3 '81.000 0.0 8.1 6.506 0 3.3 81.250 0.0 8.0 6.339 0 3.3 81.500 0.0 7.9 6.175 0 3.2 750 0.0 7.8 6.013 0 3.2 82.000 0.0 7.6 5.854 0 3.1. 82.250 0.0 7.5 5.697 0 3.1 82.500 0.0 7.4 5.543 0 3.1 82.750 0.0 7.3 5.391 0 3.0 83.000 0.0 7.2 5.242 0 3.0 8 0.0 7.1 5.095 0 3.0 -83.500 0.0 7.0 4.950 0 2.9 83.750 0.0 6.8 4.807 0 2.9 84.000 0.0 6.7 4.667 0 2.9 :84.250 0.0 6.6 4.529 0 2.8 84.500 0.0 6.5 4.393 0 2.8 84.750 0.0 6.4 4.259 0 2.8 '95.000 0.0 6.3 4.127 0 2.7 .250 0.0 6.2 3.998 0 2.7 0.0 6.1 3.870 0 2.7 ,ts5.500 .85.750 0.0 6.0 3.744 0 2.6 -86.000 0.0 5.9 3.621 0 2.6 86.250 1,86.500 0.0 0.0 5.8 5.8 3.499 3.379 0 0 2.6 2.6 86.750 87.000 �.87 . 250 -7.500 .750 88.000 :88.250 '88.500 '88.750 !89.000 .:89.250 89.500 89.750 90. 000 90.250 90.500 :90. 750 91.000 91.250 :91.500 .;:91.750 92.000 92.250 92.500 92.750 93.000 93.250 ;93.500 93.750 .000 ._ -*.250 94.500 94.750 95.000 95.250 95.500 95.750 96.000 96.250 96.500 _96.750 97.000 97.250 97.500 '97.750 1. 98.000 I 0.0 5.7 3.261 O 2.5 0.0 5.6 3.145 O 2.5 0.0 5.5 3.030 O 2.5 0.0 5.4 2.918 O 2.4 0.0 5.3 2.807 O 2.4 0.0 5.2 2.698 O 2.4 0.0 5.2 2.590 O 2.4 0.0 5.1 2.485 O 2.3 0.0 5.0 2.381 O 2.3 0.0 4.9 2.278 O 2.3 0.0 4.8 2.177 O 2.3 0.0 4.8 2.078 O 2.2 0.0 4.7 1.981 O 2.2 0.0 4.6 1.884 O 2.2 0.0 4.5 1.790 O 2.2 0.0 4.5 1.696 O 2.2 0.0 4.4 .1.605 O 2.1 0.0 4.3 1.514 O 2.1 0.0 4.3 1.426 O 2.1 0.0 4.2 1.338 O 2.1 0.0 4.1 1.252 O 2.0 '0.0 4.1 1.167 O 2.0 0.0 4.0 1.084 O 2.0 0.0 3.8 1.003 O 1.9 0.0 3.6 0.926 O 1.7 0.0 3.4 0.853 O 1.6 0.0 3.2 0.784 O 1.5 0.0 3.1 0.718 O 1.4 0.0 2.9 0.657 O 1.2 0.0 2.7 0.598 O 1.1 0.0 2.6 0.543 O 1.0 0.0 2.5 0.491 O 0.9 0.0 2.3 0.441 O 0.8 0.0 2.2 0.394 O 0.7 0.0 2.1 0.350 O 0.7 0.0 2.0 0.308 O 0.6 0.0 1.9 0.268 O 0.5 0.0 1.8 0.231 O 0.4 0.0 1.7 0.196 O 0.4 0.0 1.6 0.162 O 0.3 0.0 1.5 0.130 O 0.2 0.0 1.4 0.100 O 0.2 0.0 1.3 0.072 O 0.1 0.0 1.3 0.045 O 0.1 0.0 1.2 0.020 O 0.0 0.0 0.4 0.003 O 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 392 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 107.6 (CFS) Total volume = 298.04 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I,,' FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 r� --------------------------------------------------------------- - - - - -- 10 YR / 24 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF FOUR 4 INCHES PER HOUR QUARRY AT LA QUINTA PROJECT ��`; FILENAME_-Y104------------------------------------------------------ The Kieth Companies, Moreno Valley Office - SIN 538 -------------------------------------------------------------------- �1, * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH•INFORMATION * * * * * * * * * * * * * * * * * * * * ** ` From study /file name: h2410y.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 106 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 448.8 (CFS) ,r Total volume = 151.81 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 �i. Peak (CFS) 0:000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ++++++.....++++++.....++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +..... ...... 1. Process from Point /Station 0.000 to Point /Station 0.00.0 * * ** RETARDING BASIN ROUTING * * ** 'i User entry of depth - outflow- storage data -------------------------------------------------- ------------------ Total number of inflow hydrograph intervals = 106 i Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) �i -------------------------------------------------------------------- T✓' Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = .0.00 (CFS) ! --------------------------------------------------------------- - - - - -- ---------------------------------------------------------- Depth vs. Storage' and Depth vs. Discharge data: _j Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 7 0.000 0.000 0.000 0.000 0.000 0.010 0.010 1.170 - 0.002. 0.022 2.000 1.600 3.990 1.559 1.641 ! 4.000 9.960 10.360 9.853 10.067 -a. 6.000 22.190 17.790 22.006 22.374 8.000 40.240 26.460 39.967 40.513 vl 10.000 66.200 41.660 65.770 66.630 1 12.000 100.420 59.810 99.802 101.038 14.000 144.330 80.750 143.496 145.164 ' 16.000 196.300 92.040 195.349 197.251 18.000 255.810 111.280 254.660 256.960 20.000 322.580 121.160 321.328 323.832 22.000 396.230 139.150 394.793 - - - - -- 397_668 --------- - - - - -- ---------------------------------------- Hydrograph Detention Basin Routing ' -------------- �- �_-------------- �- �_---- - - - - ----------- -- , Graph values: I unit inflow; O outflow a t time shown Time --------------------------------------------------------------------- Inflow Outflow Storage Depth :(Hours) (CFS) (CFS) (Ac.Ft) .0 112.2 224.4 336.6 448.8 (Ft.) 0.250 0.5 0.3 0.002 O 0.0 0.500 3.0 1.2 0.023 O 0.0 0.750 5.1 1.3 0.080 O 0.1 1.000 6.3 1.5 0.169 O 0.2 1.250 7.6 1.6 0.280 O 0.3 1.500 7.3 1.9 0.398 O 0.5 :. 1.750 7.2 2.1 0.507 O 0.6 2.000- 7.5 2.2 0.614 O 0.8 t2.250 8.6 2.4 0.732 O 0.9 2.500 9.1 2.7 0.862, O 1.1 2.750 9.6 2.9 0.997 O 1.2 3.000 10.8 3.2 1.145 O 1.4 1 3.250 11.4 3.5 1.306 O 1.6 3.500 11.7 3.8 1.470 O 1.8 11.8 4.0 1.633 O 2.0 '3.750 .000 12.2 4.1 1.796 O 2.0 ..250 13.4 4.3 1.973 O 2.1 4.500 14.1 4.4 2.167 OI 2.1 '4.750 15.5 4.6 2.380 OI 2.2 5.000 16.4 4.8 2.613 OI 2.2 " 5.250 17.3 5.0 2.861 OI 2.3 16.0 5.1 3.101 OI 2.4 '5.500 5.750 16.7 5.3 3.331 OI 2.4 6.000 18.1 5.5 3.579 OI 2.5 6.250 18.9 5.7 3.845 OI 2.5 6.500 20.3 5.9 4.130 OI 2.6 6.750 21.2 6.1 4.434 OI 2.7 7.000 22.6 6.4 4.757 OI 2.8 '7.250 23.3 6.7 5.097 OI 2.8 7.500 23.9 6.9 5.444 OI 2.9 7.750 25.4 7.2 5.808 OI 3.0 8.000 27.4 7.5 6.202 OI 3.1 1 8.250 29.8 7.8 6.636 O I 3.2 8.500 33.0 8.2 7.119 O I 3.3 ' 8.750 9.000 34.7 34.5 8.6 9.0 7.644 O I 8.178 O I 3.4 3'.6 9.250 31.9 9.4 8.674 O I 3.7 9.500 56.0 9.9 9.383 O I 3.9 9.750 82.4 10.7 10.600 O I 4.1 10.000 109.4 11.8 12.348 O I 4.4 .250 121.6 13.1 14.477 O I 4.7 72.5 14.2 16.199 O I 5.0 '0.500 10.750 49.9 14.7 17.165 O I 5.2 11.000 93.5 15.4 18.334 O I 5.4 11.250 113.0 16.5 20.136 O I 5.7 ' 11.500 113.2 17.7 22.119 0 I 6.0 1 0 I 112.666 I 9.7 14.000 347.7 43.6 69.932 0 11.750 111.5 18.7 24.064 0 0 111.499 I 96.6 19.5 25.820 0 I 6.4 t12.000 12.250 119.5 20.4 27.640 0 I 6.6 I ..,.500 204.7 21.8 30.553 0 I 6. 11.6 .750 260.7 23.9 34.888 O I I 7.4 4 13.000 311.0 26.5 40.274 0 8.0 I L3.250 . 360.2 30.2 46.622 0 I 8.5 '13.500 436.6 34.6 54.184 0 I 9.1 13.750 448.8 39.5 62.564 0 I 112.666 I 9.7 14.000 347.7 43.6 69.932 0 I 10.2 ,.:.:14.250 316.3 46.8 75.857 0 111.499 I 0 10.6 344.6 49.9 81.686 0 12.5 I 10.9 114,500 14.750 348.2 53.1 87.779 0 I 0 I 11.3 '15.000 347.3 56.3 93.833 0 12.5 19.500 I 11.6 15.250 336.6 59.4 99.702 0 0 I 12.0 '15.500 321.9 62.1 105.250 0 I 12.2 15.750 297.1 64.5 110.336 0 I 12.5 16.000 247.0 66.6 114.603 0 I 12.6 206.7 68.1 117.899 0 I 112.666 I 12.8 '16.250 16.500 109.0 69.0 119.743 0 I 12.6 12.9 ,.;16.750 62.9 69.2 120.091 0 111.499 I 0 12.9 40.2 69.0 119.729 I 0 12.5 250 12.9 117,000 17.250 27.8 68.7 119.009 I 0 I 0 12.8 .'17. 500 22.0 68.2 118.109 I 0 12.5 19.500 7.4 12.8 ''17.750 17.9 67.8 117.117 I 0 0 12.8 18.000 15.1 67.3 116.062 1I 0 12.7 :18.250 12.2 66.7 114.959 I 0 12.7 C :il8.500 10.5 66.2 113.820 I 0 12.6 18.750 9.6 65.6 112.666 I 0 12.6 .000 8.2 65.1 111.499 I 0 12.5 250 6.8 64.5 110.315 I 0 12.5 19.500 7.4 64.0 109.134 I 0 12.4 19.750 8.4 63.4 107.980 I 0 12.3 20.000 7.5 62.9 106.840 I 0 12.3 a.: 20.250 6.4 62.3 105.690 I 0 12.2 20.500 6.9 61.8 104.545 I 0 12.2 20.750 7.1 61.2 103.418. I 0 12.1 21.000 6.9 60.7 102.303 I 0 12.1 21.250 ,`21.500 6.1 6.5 60.2 59.6 101.188 100.080 I I 0 0 12.0 12.0 '21. 750 5.9 59.0 98.982 I 0 11.9 22.000 6.4 58.5 97.894 I 0 11.9 22.250 5.8 57.9 96.818 I 0 11.8 22.500 6.3 57.3 95.753 I 0 11.7 22.750 5.6 56.8 94.697 I 0 11.7 5.2 56.2 93.640 I 0 11.6 '23.000 23.250 5.0 55.7 92.590 I 0 11.5 23.500 5.0 55.1 91.549 I 0 11.5 23.750 4.9 54.6 90.518 I 0 11.4 24.000 4.9 54..0 89.498 I 0 11.4 24.250 4.4 53.5 88.483 I 0 11.3 24.500 2.1 52.9 87.451 I 0 11.2 24.750 1.1 52.4 86.397 I 0 11.2 25.000 0.7 51.8 85.339 I 0 11.1 .250 0.4 51.3 84.285 I 0 11.1 0.2 50.7 83.239 I 0 11.0 '5.500 25.750 0.1 50.1 82.201 I 0 10.9 26.000 0.1 49.6 81.173 I 0 10.9 26.250 0.0 49.1 80.155 I 0 10.8 ',,26.500 0.0 48.5 79.148 I 0 10.8 ,26.750 0.0 48.0 78.151 I 0 10.7 0.0 47.5 77.164 I 0 10.6 127,000 27.250 0.0 47.0 76.189 I 0 10.6 -7.500 0.0 46.4 75.224 I 0 10.5 .750 0.0 45.9 74.269 I 0 10.5 0.0 45.4 73.325 I 0 10.4 ,28.000 :28.250 0.0 44.9 72.392 I 0 10.4 '•28.500 0.0 44.5 71.468 I 0 10.3 28.750 0.0 44.0 70.555 I 0 10.3 29.000 t 0.0 43.5 69.651 I 0 10.2 ;29.250 0.0 43.0 68.757 I 0 10.1 29.500 0.0 42.5 67.874 I 0 10.1 29.750 0.0 42.1 66.999 I 0 10.0 '30.000 0.0 41.6 66.135 I 0 10.0 30.250 0.0 41.1 65.280 I 0 9.9 30.500 0.0 40.6 64.435 I 0 9.9 30.750 0.0 40.1 63.601 I 0 9.8 31.000 0.0 39.7 62.777 I 0 9.7 31.250 0.0 39.2 61.962 I 0 9.7 '31.500 0.0 38.7 61.158 I 0 9.6 31.750 0.0 38.2 60.363 I 0 9.6 32.000 0.0 37.8 '59.577 I 0 9.5 t32.250 0.0 37.3 58.801 I 0 9.4 32.500 0.0 36.9 58.035 I 0 9.4 32.750 0.0 36.4 57.277 I 0 9.3 0.0 36.0 56.529 I 0 9.3 '33.000 33.250 0.0 35.6 55.790 I 0 9.2 $:33.500 0.0 35.1 55.059 I 0 9.1 33.750 ' .000 0.0 0.0 34.7 34.3 54.338 53.625 I 0 I 0 9.1 9.0 _3.250 0.0 33.9 52.921 I 0 9.0 34.500 0.0 33.5 52.225 I 0 8.9 ,34.750 0.0 33.1 51.537 I 0 8.9 35.000 0.0 32.7 50.858 I 0 8.8 35.250 0.0 32.3 50.187 I 0 8.8 0.0 31.9 49.524 I 0 8.7 '35.500 35.750 0.0 31.5 48.869 I 0 8.7 • 36.000 0.0 31.1 48.222 I 0 8.6 36.250 ' 36.500 0.0 0.0 30.8 30.4 47.582 46.950 I 0 I 0 8.6 8.5 36.750 0.01 30.0 46.326 I 0 8.5 37.000 0.0 29.7 45.710 I 0 8.4 '37.250 0.0 29.3 45.101 I 0 8.4 37.500 0.0 29.0 44.499 I 0 8.3 37.750 0.0 28.6 43.904 I 0 8.3 38.000 0.0 28.3 43.317 I 0 8.2 38.250 0.0 27.9 42.736 IO 8.2 38.500 0.0 27.6 42.163, IO 8.1 38.750 0.0 27.3 41.596 IO 8.1 '39.000 0.0 26.9 41.037 IO 8.1 39.250 0.0 26.6 40.484 IO 8.0 39.500 0.0 26.3 39.937 IO 8.0 39.750 0.0 26.1 39.396 IO 7.9 40.000 0.0 25.8 38.860 IO 7.8 .250 0.0 25.5 38.330 IO 7.8 0.0 25.3 37.805 IO 7.7 '40.500 40.750 0.0 25.0 37.285 IO 7.7 41.000 0.0 24.8 36.770 IO 7.6 41.250 0.0 24.5 36.260 IO 7.6. ' 41.500 0.0 24.3 35.756 IO 7.5 41.750- 0.0 24.1 35.256 IO 7.4 0.0 23.8 34.761 IO 7.4 '42.000 42.250 0.0 23.6 34.271 IO 7.3 .500 0.0 23.4 33.786 IO 7.3 .750 0.0 23.1 33.306 IO 7.2 43.000 0.0 22.9 32.830 IO 7.2 43.250 0.0 22.7 32.360 IO 7.1 <-43.500 0.0 22.5 31.893 IO 7.1 43.750 0.0 22.2 31.432 IO 7.0 44.000 0.0 22.0 30.975 IO 7.0 il..44.250 0.0 21.8 30.522 IO 6.9 44.500 0.0 21.6 30.074 IO 6.9 t 0.0 21.4 29.631 IO 6.8 :44.750 A5.000 0.0 21.2 29.191 IO 6.8 '45.250 0.0 20.9 28.757 IO 6.7 0.0 20.7 28.326 IO 6.7' ,_45.500 45.750 0.0 20.5 27.900 IO 6.6 :..46.000 0.0 20.3 27.477 IO 6.6 46.250 0.0 20.1 27.060 IO 6.5 46.500 0.0 19.9 26.646 IO 6.5 1 46.750 0.0 19.7 26.236 IO 6.4 47.000 0.0 19.5 25.830 IO 6.4 47.250 0.0 19.3 25.429 IO 6.4 47.500 0.0 19.2 25.031 IO 6.3 `''47.750 0.0 19.0 24.637 IO 6.3 0.0 18.8 24.247 IO 6.2 148.000 48. 250 0.0 18.6 23.861 IO 6.2 x.:48.500 0.0 18.4 23.479 IO 6.1 48.750 .000 0.0 0.0 18.2 18.0 23.100 22.726 IO IO 6.1 6.1 _ -j.250 0.0 17.9 22.355 IO 6.0 49.500 0.0 17.7 21.987 IO 6.0 149.750 1-50.000 0.0 17.4 21.625 I0 5.9 0.0 17.2 21.266 IO 5.8 "'50.250 0.0 17.0 20.913 IO 5.8 0.0 16.8 20.563 IO 5.7 '50.500 `.50.750 0.0 16.6 20.218 IO 5.7 751.000 0.0 16.4 19:878 IO 5.6 51.250 0.0 16.2 19.541 IO 5.6 51.500 0.0 16.0 19.209 IO 5.5 51.750 0.0 15.8 18.881 IO 5.5 52.000 0.0 15.6 18.557 IO 5.4 52.250 0.0 15.4 18.237 IO 5.4 5 0.0 15.2 17.921 IO 5.3 52.750 0.0 15.0 17.609 IO 5.3 0.0 14.8 17.301 IO 5.2 '53.000 53.250 0.0 14.6 16.997 IO 5.2 ,.53.500 0.0 14.5 16.696 IO 5.1 53.750 0.0 14.3 16.399 IO 5.1 54.000 0.0 14.3 16.106 IO 5.0 54.250 0.0 .13.9 15.817 0 5.0 54.500 0.0 13.7 15.531 0 4.9 0.0 13.6 15.249 0 4.9 '54.750 55.000 0.0 13.4 14.970 0. 4.8 .250 0.0 13.2 14.695 0 4.8 X5.500 0.0 13.1 14.423 0 .4.7 ' 55.750 0.0 12.9 14.155 0 4.7 :56.000 0.0 12.7 13.890 0 4.6 56.250 0.0 12.6 13.628 0 4.6 ,.56.500 0.0 12.4 13.370 0 4.6 56.750 0.0 12 ..3 13.114 0 4.5 57.000 0.0 12.1 12.862 0 4.5 '57.250 0.0 12.0 12.613 0 4.4 '7.500 0.01 11.8 12.368 O 4.4 .750 0.0 11.7 12.125 O 4.4 58.000 0.0 11.5 11.885 O 4.3 :58.250 0.0 11.4 11.648 O 4.3 3'58.500 0.0 11.2 11.415 O 4.2 0.0 11.1 11.184 0 4.2 1IT58 59.000 0.0 11.0 10.956 0 4.2 ,...:59.250 0.0 10.8 10.731 O 4.1 59.500 0.0 10.7 10.508 O 4.1 1 ,59.750 0.0 10.6 10.289 O 4.1 :60.000 0.0 10.4 10.072 0 4.0 t 60.250 0.0 10.3 9.858 0 4.0 0.0 10.1 9.647 0 3.9 '60.500 0.0 10.0 9.440 0 3.9 61.000 0.0 9.8 9.236 O 3.8 61.250 0.0 9.7 9.034 0 3.8 61.500 0.0 9.5 8.837 O 3.7 ;61.750 0.0 9.4 8.642 O _ 3.7 62.000 0.0' 9.2 8.450 O 3.6 '62.250 0.0 9.1 8.261 0 3.6 '62.500 0.0 8.9 8.075 0 3.5 '62.750 0.0 8.8 7.892 0 3.5 63.000 0.0 8.6 7.712 0 3.5 63.250 0.0 8.5 7.535 0 3.4 &':63.500 0.0 8.4 7.361 O 3.4 63.750 .000 0.0 0.0 8.2 8.1 7.189 7.020 O O 3.3 3.3 0.0 8.0 6..853 0 3.3 64.500 0.0 7.9 6.689 0 3.2 64.750 0.0 7.7 6.528 0 3.2 ;65.000 0.0 7.6 6.369 O 3.1 ".65.250 0.0 7.5 6.213 O 3.1 65.500 0.0 7.4 6.059 O 3.1 65.750 0.0 7.3 5.908 O 3.0 :.:66.000 0.0 7.2 5.759 0 3.0 66.250 0.0 7.0 5.612 0 3.0 66.500 0.0 6.9 5.467 0 2.9 .66.750 0.0 6.8 5.325 0 2.9 67.000 0.0 6.7 5.185 0 2.9 0.0 6.6 5.047 O 2.8 '67.250 67.500 0:0 6.5 4.912 O 2.8 `-67.750 0.0 6.4 4.778 0 2.8 68.000 0.0 6.3 4.647 0 2.7 '68.250 0.0 6.2 4.517 0 2.7 500 0.0 6.1 4.390 0 2.7 68.750 0.0 6.0 4.265 0 2.6 69.000 0.0 5.9 4.141 0 °, 2.6 69.250 0.0 5.8 4.020 O 2.6 69.500 0.0 5.7 3.900 0 2.6 69.750 0.0 5.7 3.782 O 2.5 70.000 0.0 5.6 3.667 O 2.5 .250 0.0 5.5 3.553 0 2.5 X0.500 0.0 5.4 3.440 O 2.4 70.750 0.0 5.3 3.330 O 2.4 71.000 0.0 5.2 3.221 O 2.4 71.250 0.0 5.1 3.114 O 2.4 ' 71.500 0.0 5.1 3.008 0 2.3 ' 71.750 0.0 5.0 2.905 O 2.3 72.000 0.0 4.9 2.802 0 2.3 ;72.250 0.0 4.8 2.702 0 2.3 ;'.500 0.0 4.8 2.603 0 2.2 .750 0.0 4.7 2.505 O 2.2 X73.000 0.0 4.6 2.409 0 2.2 73.250 0.0 4.5 2.315 0 2.2 .73.500 0.0 4.5 2.222 0 2.1 7 0.0 4.4 2.130 0 2.1 74.000 0.0 4.3 2.040 0 2.1 �:74.250 0.0 4.3 1.952 0 2.1 74.500 0.0 4.2 1.864 O 2.1 1:74.750 0.0 4.1 1.779 O 2.0 :75.000 0.0 4.1 1.694 0 2.0 ` "75.250 0.0 4.0 1.611 0 2.0 0.0 3.9 1.529 0 1.9 '75.500 ;:75.750 0.0 3.7 1.451 0 1.8 '76.000 0.0 3.6 1.375 0 1.7 76.250 0.0 3.5 1.303 O 1.6 !76.500 0.0 3.3 1.232 0 1.5 ,.76.750 0.0 3.2 1.165 0 1.5 77.000 0.0 3.1 1.099 0 1.4 177.250 -77.500 0.0 3.0 1.036 O 1.3 0.0 2.9 0.976 0 1.2 `'77.750 0.0 2.8 0.917 0 1.1 78.000 0.0 2.7 0.861 0 1.1 78.250 0.0 2.6 0.806 0 1.0 500 0.0 2.5 0.754 O 0.9 78.750 0.0 2.4 0.704 0 0.9 .000 0.0 2.3 0.655 0 0.8 250 0.0 2.2 0.608 .0 0.8 79.500 0.0 2.2 0.563 0 0.7 79.750 0.0 2.1 0.519 0 0.6 1180.000 0.0 2.0 0.477 0 0.6 - 80.250 0.0 1.9 0.436 0 0.5 0.0 1.9 0.397 0 0.5 '80.500 80.750 0.0 1.8 0.360 0 0.4 ,'81.000 0.0 1.7 0.323 0 0.4 81.250 0.0 1.7 0.288 0 0.4 81.500 0.0 1.6 0.255 0 0.3 81.750 0.0 1.5 0.222 0 0.3 82.000 0.0 1.5 0.191 0 0.2 82.250 0.0 1.4 0.160 0 0.2. ;82.500 0.0 1.4 0.131 O 0.2 ,'82.750 0.0 1.3 0.103 0 0.1 83.000 0.0 1.3 0.076 0 0.1 '83.250 0.0 1.2 0.050 0 0.1 x.:83.500 0.0 1.2 0.025 0 0.0 83.750 0.0 0.7 0.006 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 335 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 69.2 (CFS) Total volume = 151.82 (Ac.Ft) Status of hydrographs being held in storage ' Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 .0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ^ 1� ' ' � ` �x ! ` ____________________________________________________________________ ` �� I IV. OFF -SITE PERCOLATION ANALYSIS ,j 1. Summary of Percolation Analysis 2. Table of Outflow vs. Depth +W 3. Adjustment to Basin Volume Calculations Y 1I 4. 100- YR/24 -HR Hydrograph for Area "DE" 5. 100- YR/24 -HR Hydrograph for Area "G" 6. 100- YR/24 2" Percolation Routing Analysis -HR ' 7. 100- YR/24 -HR 4" Percolation Routing Analysis 1. i .. l 1 _el 1 ' 30454.00.9651 -JR i • ROUTING RESULTS FOR OFFSITE AREA EAST OF PROJECT SITE THE QUARRYAT LA QUINTA MAY 26, 1993 JOB NO. 30454.02 s.. 1 NOTE.• This study was performed using a total debris load of 4,082 CY for the 100 year storm event generated for area 'G'. Based on 400 - scale; ' 10' C.l. aerial'photograph by Digimap,_Inc., dated October 7, 1989. 3 30454.02- 9662-JR i a BASIN ROUTING RESULTS Return 4 in /hr Percolation Rate 2 in /hr Percolation Rate Period, Maximum Time Duration Maximum Time Duration (Years) W.S.E. Required To W.S.E. Required To (feet/ Achieve Targeted (feet) Achieve Targeted Elevations Elevations 100 13.2 10' 1 Day & 11 Hrs. 13.8 10' 2 Days & 10 firs. 5' 1 Day & 19 Hrs. 5' 3 Days & 2 Hrs. 0' 3 Days & 4 Hrs. 0' .5 Days & 20 Hrs. s.. 1 NOTE.• This study was performed using a total debris load of 4,082 CY for the 100 year storm event generated for area 'G'. Based on 400 - scale; ' 10' C.l. aerial'photograph by Digimap,_Inc., dated October 7, 1989. 3 30454.02- 9662-JR i a 1 1 1 1 1 1 1 1 30454.02-9660-JR OUTFLOW IN CFS FOR PERCOLATION RATE OF TWO (2) AND FOUR(4) INCHES PER HOUR —Offsite Area East of Project Site— SURFACE M2 n (2) 411 ELE AREA OUTFLOW 0 UTFL 0 (AC.) (CFS) (CFS) 0 0.16 0.32 0.64 10 5.72 11.54 23.07 20 22.24 44.85 89.70 NOTE. • M2 LJyx I HR x I FT x 43.560 F72 = 2.0167 CFS HR 3,600 SEC 121N IAC 'AC (2)4 IN = 4.0333 CES HR AC f a ADJUSTMENT TO BASIN VOLUME CALCULATIONS THE QUARRY AT LA QUINTA , TOTAL ADJUSTED ELEV, VOL ME VOLUME (AC -FT) (AC -FI) 0 0.00 0.00 '• 10 23.55 21.02 20 174.48 171.95 Volume adjusted for debris load of 4,082 CY generated from area "G ". Y 30454.02- 9661 -JR U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/26/93 ++++++++++++++++++++++++++++++++++++....+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method ' RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 ' --------------------------------------------------------------- - - - - -- 100 -YR /24 -HR HYDROGRAPH FOR AREA "DE" EXISTING AND DEVELOPED CONDITIONS ' QUARRY AT LA QUINTA FILENAME: DE100 -------------------------------------------------------------------- Drainage Area = 67.00 Acres = 0.105 Sq. Mi. Length along longest watercourse = 3800.00 Ft. Length along longest watercourse measured to centroid = 2150.00 Ft. Length along longest watercourse = 0.720 Mi. Length along longest watercourse measured to centroid = 0.407 Mi. Difference in elevation = 575.00 Ft. Slope along watercourse = 798.9474 Ft. /Mi. ' Average Manning's 'N' = 0.035 Lag time = 0.148 Hr. Lag time = 8.88 Min. 25% of lag time = 2.22 Min. 40% of lag time = 3.55 Min. Unit time = 15.00 Min. Duration of storm = 24 Hours) Area rainfall data: ' Area Acres 1 Rainfall(In.)[2] Weighting[1 *2] 67.00 5.25 351.75 ' Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.99 % Adjusted average point rain = 5.249 (In.) '. RI Infil. rate Impervious Adj. Infil. Rate Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In %Hr) ' 93.0 0.091 0.300 0.066 0.537 78.0 0.268 0.100 0.244 0.463 0.036 0.113 Sum (F) = 0.148 Area averaged mean soil loss (F) (In /Hr) = 0.148 Minimum soil loss rate (In /Hr) = 0.074 ' (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h Desert S -Curve ' ------------- - - - - -- -------------------------------- - - - -- - - - - -- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph ------------------------------------- % cfs- hrs /in 1 0.250 168.926 36.054 24.3 '�. 2 0.500 337.852 47.727 32.2 3 0.750 506.778 10.666 7.2 4 1.000 675.704 3.755 2.5 5 1.250 844.630 1.798 1.2 Sum = 100.00 Sum= 67.5 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1, 1 0.25 0.20 0.042 0.262 0.038 0.00 " 2 0.50 0.30 0.063 0.259 0.057 0.01 3 4 0.75 1.00 0.30 0.40 0.063 0.084 0.25.6 0.253 0.057 0.076 , 0.01 0.01 5 1.25 0.30 0.063 0.250 0.057 0.01 6 1.50 0.30 0.063 0.247 0.057 0.01 7 1.75 0.30 0.063 0.244 0.057 0.01 8 2.00 0.40 0.084 0.241 0.076 0.01 9 2.25 0.40 0.084 0.238 0.076 0.01 10 2.50 0.40 0.084 0.235 0.076 0.01 11 2.75 0.50 0.105 0.232 0.094 0.01 12 3.00 0.50 0.105 0.230' 0.094 0.01 '4 13 3.25 3.50 0.50 0.50 0.105 0.105 0.227 0.224 0.094 0.094 0.01 0.01 r �5 3.75 0.50 0.105 0.221 0.094 0.01 16 4.00 0.60 0.126 0.218 0.113 0.01 17 4.25 0.60 0.126 0.216 0.113 0.01 18 4.50 0.70 0.147 0.213 0.132 0.01 19 4.75 0.70 0.147 0.210 0.132 0.01 5.00 0.80 0.168 0.207 0.151 0.02 '20 21 5.25 0.60 0.126 0.205 0.113 0.01 22 5.50 0.70 0.147 0.202 0.132 0.01 23 5.75 0.80 0.168 0.199 0.151 0.02 24 6.00 0.80 0.168 0.197 0.151 0.02 25 6.25 0.90 0.189 0.194 0.170 0.02 26 6.50 0.90 0.18.9 0.192 0.170 0.02 27 6.75 1.00 0.210 0.189 - -- 0.02 28 7.00 1.00 0.210 0.186 - -- 0.02 29 7.25 1.00 0.210 0.184. - -- 0.03 30 7.50 1.10 0.231 0.181 - -- 0.05 31 7.75 1.20 0.252 0..179 - -- 0.07 32 8.00 1.30 0.273 0.176 - -- 0.10 33 8.25 1.50 0.315 0.174 - -- 0.14 '34 8.50 1.50 0.315 0.172 0.14 35 8.75 1.60 0.336 0.169 ___ 0.17 36 9.00 1.70 0.357 0.167 - -- 0.19 37 9.25 1.90 0.399 0.164 ___ 0.23 38 9.50 2.00 0.420 0.162 0.26 - 9 9.75 2.10 0.441 0.160 - -- 0.28 ' 40 41 10.00 10.25 2.20 1.50 0.462 0.315 0.157 0.155 - -- - -- 0.30 0.16 _ 42 10.50 1.50 0.315 0.153 - -- 0.16 43 10.75 2.00 0.420 0.151 - -- 0.27 ' 44 11.00 2.00 0.420 0.148 - -- 0.27 11.25 1.90 0.399 0.146 - -- 11.50 1.90 0.399 0.144 - -- 11.75 1.70 0.357 0.142 - -- 12.00 1.80 0.378 0.140 - -- 12.25 2.50 0.525 0.138 - -- 12.50 2.60 0.546 0.136 - -- 12.75 2.80 0.588 0.134 - -- 13�00 2.90 0.609 0.132 --- 13.25- 3.40 0.714 0.130 - -- 13.50 3.40 0.714 0.128 - -- 13.75 2.30 0.483 0.126 - -- 14.00 2.30 0.483 0.124 - -- 14.25 2.70 0.567 0.122 - -- 14.50 2.60 0.546 0.120 - -- 14.75 2.60 0.546 0.118 - -- 15.00 2.50 0.525 0.116 - -- 15.25 2.40 0.504 0.115 - -- 15.50 2.30 0.483 0.113 - -- 15.75 1.90 0.399 0.111 - -- 16.00 1.90 0.399 0.110 - -- 16.25 0.40 0.084 0.108 0.076 16.50 0.40 0.084 0.106 0.076 16.75 0.30 0.063 0.105 0.057 17.00 0.30 0.063 0.103 0.057 17.25 0.50 0.105 0.101 - -- 17.50 0.50 0.105 0.100 - -- 17.75 0.50 0.105 0.098 - -- 18.00 0.40 0.084 0.097 0.076 18.25 0.40 0.084 0.096 0.076 18.50 0.40 0.084 0.094 0.076 18.75 0.30 0.063 0.093 0.057 19.00 0.20 0.042 0.091 0.038 19.25 0.30 0.063 0.090 0.057 19.50 0.40 0.084 0.089 0.076 19.75 0.30 0.063 0.088 0.057 20.00 0.20 0.042 0.087 0.038 20.25 .0.30 0.063 0.085 0.057 20.50 0:30 0.063 0.084 0.057 .20.75 0.30 0.063 0.083 0.057 21.00 0.20 0.042 0.082 0.038 21.25 0.30 0.063 0.081 0.057 21.50 0.20 0.042 0.080 0.038 21.75 0.30 0.063 0.079 0.057 22.00 0.20 0.042 0.079 0.038 22.25 0.30 0.063 0.078 0.057 22.50 0.20 0.042 0.077 0.038 22.75 0.20 0.042 0.076 0.038 23.00 0.20 0.042 0.076 0.038 23.25 0.20 0.042 0.075 0.038 23.50 0.20 0.042 0.075 0.038 23.75 0.20 0.042 0.074 0.038 24.00 0.20 0.042 0.074 0.038 Sum = 100.0 Sum = Flood volume = Effective rainfall 2.74 (in.) times area 67.0 (Ac.) /12 = 15.3 Acre Feet Total soil loss = 2.51 (In.) Total soil loss = 13.999 Acre Feet Total rainfall = 5.25(In.) Flood volume- Effective rainfall 2.74 (in.) times area 67.0000 (Ac.) times 43560/12 0.25 0.25 0.21 0.24 0.39 0.41 0.45 0.48 0.58 0.59 0.36, 0.36 0.44 0.43 0.43 0.41 0.39 0.37 0.29 0.29 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.01 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.. 00 0.00 0.00 0.00 0.00 0.00 11.0 = 666906.5 Cubic Feet Total soil loss = 609779.0 Cubic Feet +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M ' R u n o f f H y d r o g r a p h ' -------------------------------------------------------------------- ---------------------------------------- Hydrograph in 15 Minute intervals (CFS) ----------------------------- Time(h +m) Volume(AF) Q(CFS) 0 10.0 20.0 30.0 40.0 1 ------------------- ------------Q--------------------------------------- 0 +15 0 0021 0 10 0 +30 0.0081 0.29 Q 0 +45 0.0161 0.39 Q 1+ 0 0.0256 0'.46 Q 1 +15 0.0358 0.49 Q 1 +30 0.0449 0.44 Q 1 +45 0.0538 0.43 Q 2+ 0 0.0637 0.48 Q 2 +15 0.0749 0.54 Q 2 +30 0.0865 0.56 Q 2 +45 0.0992 0.62 �Q 3+ 0 0.1134 0.69 Q 3 +15 0.1278 0.70 Q ' 3 +30 0.1424 0.71 Q 3 +45 0.1571 0.71 Q 4+ 0 0.1728 0.76 Q ' 4 +15 0.1899 0.83 Q 4 +30 0.2084 0.89 Q 4 +45 0.2283 0.97 Q 5+ 0 0.2497 1.04 VQ 5 +15 0.2705 1.01 VQ 5 +30 0.2899 0.94 Q 5 +45 0.3113 1.03 VQ 6+ 0 0.3342 1.11. VQ 6 +15 0.3585 1.17 VQ 6 +30 6 +45 0.3843 0.4116 1.25 1.32 Q Q 7+ 0 0.4417 1.46 Q 7 +15 0.4751 1.62 Q 7 +30 0.5225 2.30 VQ 7 +45 0.5980 3.65 V Q 8+ 0 0.7046 5.16 V Q 8 +15 0.8539 7.23 V Q ' 8 +30 1.0394 8.98 V Q 8 +45 1.2467 10.03 V Q 9+ 0 1.4846 11.51 V Q ' 9 +15 1.7651 13.58 V Q 9 +30 2.091.6 15.80 V Q 9 +45 2.4539 17.53 V, Q 10+ 0 2.8497 19.16 V Q 10 +15 3.1941 16.67 V Q 10 +30 3.4485 12.31 V Q. +45 3.7386 14.04 V Q '10 11+ 0 4.0946 17.23 V Q . 11 +15 4.4550 17.44 V Q 11 +30 4.8099 17.18 V Q 11 +45 5.1463 16.28 V Q VQ 12 + 0 5.4671 15.53 Q 12 +15 5.8720 19.60 V 12 +30 6.3892 25.03 12 +45 6.9663 27.93 Q 13+ 0 7.5960 30.48 V 13 +15 8.3064 34.38 13 +30 9.0954 38.18 Q 13 +45 9.7887 33.55 V 14+ 0 10.3369 26.53 14 +15 10.8983 27.17 .... 14 +30 11.4955 28.91 14 +45 12.0881 28.68 QV 15+ 0 12.6740 28.36 15 +15 13.2389 27.34 15 +30 13.7780 26.09 V 15 +45 14.2592 23.29 Q 16+ 0 14.6820 20.47 16 +15 14.9509 13.02 16 +30 15.0282 3.74 Q V 16 +45 15.0606 1.57 Q Q 17+ 0 15.0769 0.79 Q Q 17 +15 15.0844 0.37 Q V 17 +30 15.0908 0.31 Q 17 +45 15.0985 0.37 Q 18+ 0 15.1082 0.47 Q 18 +15 15.1193 0.54 Q 18 +30 15.1308 0.56 Q 18 +45 15.1414 0.51 Q 19+ 0 15.1497' 0.40 Q 19 +15 15.1572 0.37 Q V 19 +30 15.1668 0.46 Q 19 +45 15.1769 0.49 Q 20+ 0 15.1849 0.39 Q 20 +15 15.1924 0.36 Q 20 +30 15.2009 0.41 Q 20 +45 15.2096 0.42 Q 21+ 0 15.2172 0.37 Q 21 +15 15.2246 0.36 Q V 21 +30 15.2321 0.36 Q 21 +45 15.2393 0.35 Q 22+ 0 15.2467 0.36 Q 22 +15 15.2540 0.35 Q '. 22 +30 15.2614 0.36 Q 22 +45 15.2676 0.30 Q 23+ 0 15.2735 0.29 Q +15 15.2795 0.29 Q '23 23 +30 .15.2853 0.28 Q 23 +45 15.2912 0.28 Q 24+ 0 15.2970 0.28 Q '24 +15 15.3008 0.18 Q 24 +30 15.3017 0.05 Q 24 +45 15.3021 0.02 Q --------- 25+ 0 - 15.3022 - - - - - - -- -- -0_01- Q. VQ V Q V Q V Q V Q V Q V Q V Q QV QV Q V Q V Q V Q V Q V Q V Q V Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VI V i I 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 02/18/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office.- SIN 538 --------------------------------------------------------------------- 100 YR / 24 -HR HYDROGRAPH FOR AREA "G" QUARRY AT LA QUINTA PROJECT FILENAME: G100 -------------------------------------------------------------------- Drainage Area = 376.00 Acres = 0.588 Sq. Mi. Length along longest watercourse .= 7500.00 Ft. Length along longest watercourse measured to centroid = 4450.00 Ft.. Length along longest watercourse = . 1.420 Mi. Length along longest watercourse measured to centroid = 0.843 Mi. Difference in elevation = 502.00 Ft. Slope along watercourse = 353.4080 Ft. /Mi. Average Manning's 'N' — 0.033 Lag time = 0.278 Hr. Lag time = 16.69 Min. 25% of lag time = 4.17 Min. 40% of lag time = 6.68 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 376.00 5.25 1974.00 Point rain (area averaged) = 5.250 (In.) Areal adjustment factor = 99.93 % Adjusted average point rain = 5.246 (In.) RI Infil. rate Impervious Adj. Infil. Rate Area% F. (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 93.0 0.091 0.300 0.066 0.301 0.020 7.8.0 0.268 0.100 0.244 0.699 0.170 Sum (F) = 0.190 Area averaged mean soil loss (F) (In /Hr) =_ 0.190 Minimum soil loss rate (In /Hr) = 0.095 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 U n i t H y d r o g r a p h -------------------------------------------------------------- Desert S -Curve - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective 1 (Hr.) Unit Hydrograph Data (in. /hr.) '. ----------------------------------------------7---------------------- Unit time period Time % of lag Distribution Unit Hydrograph 0.20 (hrs) 0.336 0.038 Graph % cfs- hrs /in 2 --------------------------------------------------------------------- 1 0.250 89.885 13.915 52.7 0.01 2 0.500 179.771 48.837 185.1 0.328 3 0.750 269.656 18.433 69.8 0.40 4 1.000 359.542 8.255 31.3 ' 5 1.250 449.427 4.516 17.1 0.01 6 1.500 539.312 2.729 10.3 0.317 7 1.750 629.198 1.462 5.5 ` 8 2.000 719.083 1.031 3.9 8 9 2.250 808.968 0.822 3.1 0.01 Sum = 100.00 Sum= 378.9 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective 1 (Hr.) Percent (in. /hr.) Max Low (in. /hr.) 1 0.25 0.20 0.042 0.336 0.038 0.00 2 0.50 0.30 0.063 '0.332 0.057 0.01 3 0.75 0.30 0.063 0.328 0.057, 0.01 4 1.00 0.40 0.084 0.324 0.076 0.01 5 1.25 0.30 0.063 0.321 0.057 0.01 6 1.50 0.30 0.063 0.317 0.057 0.01 7 1.75 0.30 0.063 0.313 0.057 0.01 8 2.00 0.40 0.084 0.309 0.076 0.01 2.25 0.40 0.084 0.305 0.076 0.01 '9 0 2.50 0.40 0.084 0.302 0.076 0.01 �1 2.75 0.50 0.105 .0.298 0.094. 0.01 12 3.00, 0.50 0.105 0.294 0.094 0.01 13 3.25 0.50 0.105 0.291 0.094 0.01 14 3.50 0.50 0.105 0.287 0.094 0.01 15 3.75 0.50 0.105 0.284 0.094 0.01 16 4.00 0.60 0.126 0.280 0.113 0.01 17 4.25 0.60 0..126 0.276 0.113. 0.01 18 4.50 0.70 0.147 0.273 0.132 0.01 '19 20 4.75 5.00 0.70 0.80 0.147 0.168 0.269 0.266 0.132 0'.151 0.01 0.02 21 5.25 0.60 0.12.6 0.262 0.113 0.01 22 5.50 0.70 0.147 0.259 0.132 0.01 '23 5.75 0.80 0.168 0.256 0.151 0.02 24 6.00 0.80 0:168 0.252 0.151 0.02 25 6.25 0.90 0.189 0.249 0.170 0.02 6.50 0.90 0.189 0.246 0.170 0.02. '26 27 6.75 1.00 0.210 0.242 0.189 0.02 28 7.00 1.00 0.210 0.239 0.189 0.02 29 7.25 1.00 0.210 0.236 0.189 0.02 30 7.50 1.10 0.231 0.233 0.208 0.02 31 7.75 1.20 0.252 0.229 - -- 0.02 32 8.00 1.30 0.273 0.226 - -- 0.05 33 8.25 1.50 0.315 0.223 - -- 0.09 34 8.50 1.50 0.315 0.220 - -- 0.09 5 8.75 1.60 0.336 0.217 - -- 0.12 36 9.00 .1.70 0.357 0.214 ___ 0.14 37 9.25 1.90 0.399 0.211 0.19 38 9.50 2.00 0.420 0.208 - -- 0.21 39 9.75 2.10 0.441 0.205 - -- 0.24 ' 40 10.00 2.20 0.462 0.202 - -- 0.26 46 11.50 1.90 0.399 0.185 ___ 0.21 47 11.75 1.70 0.357 0.182 0.17 " 48 12.00 1.80 0.378 0.179 - -- 0.20 59 12.25 2.50 0.525 0.177 - -- 0.35 '49 41 10.25 1.50 0.315 0.199 - -- 0.12 >.51 42 10.50 1.50 0.315 0.196 - -- 0.12 0.126 43 10.75 2.00 0.420 0.193 ___ 0.23 0.084 14 11.00 2.00 0.420 0.190 0.23 0.40 :5 11.25 1.90 0.399 0.188 - -- 0.21 46 11.50 1.90 0.399 0.185 ___ 0.21 47 11.75 1.70 0.357 0.182 0.17 " 48 12.00 1.80 0.378 0.179 - -- 0.20 56 14.00 2.30 0.483 0.159 - -- 0.32 57 14.25 2.70 0.567 0.156 - -- 0.41 58 14.50 2.60 0.546 0.154 - -- 0.39 59 12.25 2.50 0.525 0.177 - -- 0.35 '49 50 12.50 2.60 0.546 0.174 - - -. 0.37 >.51 61 12.75 2.80 0.588 0.171 - -- 0.42 0.126 52 13.00 2.90 0.609 0.169 - -- 0.44 0.084 53 13.25 3.40 0.713 0.166 - -- 0.55 0.40 54 13.50 3.40 0.713 0.164 - -- 0.55 18.50 55 13.75 2.30 0.483 0.161 - -- 0.32 56 14.00 2.30 0.483 0.159 - -- 0.32 57 14.25 2.70 0.567 0.156 - -- 0.41 58 14.50 2.60 0.546 0.154 - -- 0.39 66 16.50 0.40 0.084 0.136 0.076 0.01 67 16.75 0.30 0:063 0.134 0.057 0.01 68 17.00 0.30 0.063 0.132 0.057 0.01 59 14.75 2.60 0.546 0.152 - -- 0.39 0.01 60 15.00 2.50 0.525 0.149 - -- 0.38 0.094 61 15.25 2.40 0.504 0.147 - -- 0.36 0.126 62 15.50 2.30 0.483 0.145 - -- 0.34 0.084 63 15.75 1.90 0.399 0.143 - -- 0.26 0.40 64 16.00 1.90 0.399 0.140 - -- 0.26 18.50 65 16.25 0.40 0.084 0.138 0.076 0.01 66 16.50 0.40 0.084 0.136 0.076 0.01 67 16.75 0.30 0:063 0.134 0.057 0.01 68 17.00 0.30 0.063 0.132 0.057 0.01 83 20.,75 0.30 0.063 0.107 0.057 0.01 84 21.00 0.20 0.042 0.105 0.038 0.00 85 21.25 0.30 0.063 0.104 0.057 0.01 69 17.25 0.50 0.105 0.130 0.094 0.01 '86 '0 17.50 0.50 0.105 0.128 0.094 0.01 .,; /1 17.75 0.50 0.105 0.126 0.094 0.01 72 18.00 0.40 0.084 0.124 0.076 0.01 '90 73 18.25 0.40 0.084 0.123 0.076 0.01 74 18.50 0.40 0.084 0.121 0.076 0.01 75 18.75 0.30 0.063 0.119 0.057 0.01 76 19.00 0.20 0.042 0.117 0.038 0.00 77 19.25 0.30 0.063 0.116 0.057 0.01 78 19.50 0.40 0.084 0.114 0.076 0.01 ' 79 80 19.75 20.00 0.30 0.20 0.063 0.042 0.113 0.111 0.057 0.038 0.01 0.00 81 20.25 0.30 0.063 0.110 0.057 0.01 82 20.50 0.30 0.063 0.108 0.057 0.01 83 20.,75 0.30 0.063 0.107 0.057 0.01 84 21.00 0.20 0.042 0.105 0.038 0.00 85 21.25 0.30 0.063 0.104 0.057 0.01 21.50 0.20 0.042 0.103 0.038 0.00 '86 87 21.75 0.30 0.063 0.102 0.057 0.01 88 22.00 0.20 0.042 0.101 0.038 0.00 89 22.25 0.30 0.063 0.100 0.057 0.01 '90 22.50 0.20 0.042 0.099 0.038 0.00 91 22.75 0.20 0.042 0.098 0.038 0.00 92 23.00 0.20 0.042 0.097 0.038 0.00 93 23.25 0.20 0.042 0.097 0.038 0.00. 94 23.50 0.20 0.042 0.096 0.038 0.00 5 23.75 0.20 0.042 0.096 0.038 0.00 96 24.00 0.20 0.042 0.095 0.038 0.00 Sum = 100.0 Sum = 9.6 Flood volume = Effective rainfall 2.39 (in.) times area 376.0 (Ac.) /12 = 75.0 Acre Feet ' Total soil loss = 2.85 (In.) i �711 i Total soil loss = 89.370 Acre Feet Total rainfall = 5.25(In.) Flood volume = Effective rainfall 2.39 (in.) times area 376.0000 (Ac.) times 43560/12 3267410.4 Cubic Feet Total soil loss = 3892947.4 Cubic Feet -------------------------------------------------------------- - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H2O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------- 7 ----------------- Hydrograph in 15 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(AF) Q(CFS) 0 50.0 .100.0 150.0 200.0 0 +15 0.0046 0.22 Q 0 +30 0.0275 1.11 Q 0 +45 0.0645 1.79 Q 1+ 0 0.1095 2.18 Q 1 +15 0.1631- 2.59 Q 1 +30 0.2133 2.43 Q 1 +45 0.2628 2.40 Q 2+ 0 0.3145 2.50 Q 2 +15 0.3744 2.90 Q 2 +30 0.4373 3.04 Q 2 +45 0.5038 3.22 Q 3+ 0 0.5789 3.64 Q 3 +15 0.6574 3.80 Q 3 +30 0.7375 3.88 Q 3 +45 0.8186 3.92 Q 4+ 0 0.9024 4.06 Q 4 +15 0.9946 4.46 Q 4 +30 1.0922 4.73 Q 4 +45 1.1994 5.19 VQ 5+ 0 1.3126 5.48 VQ '5 +15 1.4311 5.73 VQ 5 +30 1. 5398 5.26 VQ 5 +45 1.6547 5.56 VQ 6+ 0 1.7791 6.02 VQ 6 +15 1.9093 6.30 Q 6 +30 2.0491 6.77 Q 6 +45 2.1951 7.07 Q 7+ 0 2.3510 7.54 Q 7 +15 2.5107 7.73 Q 7 +30 2.6749 7.95 Q 7 +45 2.8475 8.35 Q 8+ 0 3.0473 9.67 Q 8 +15 3.3894 16.56 V Q 8 +30 3.9427 26.78 V Q 8 +45 4.6151 32.55 V Q 9+ 0 5.4480 40.31 V Q 9 +15 6.4798 49.94 V Q 9 +30 7.7736 62.62 V Q 9 +45 9.2820 73.00 V Q 10+ 0 10.9908 82.71 V Q 10 +15 12.7114 83.27 V Q 10 +30 13.9576 60.32 V Q 10 +45 15.1621 58.30 V Q 1; 1 11+ 0 16.7145 75.13 11 +15 18.3771 80.47 11 +30 .20.0233 79.68 11 +45 21.6387 78.19 12+ 0 23.1364 72.49 12 +15 24.8304 81.99 12 +30 27.1371 111.64 12 +45 29.8057 129.16 13 -�0 32.8003 144.94 13 +15 36.1342 161.36 Q 13 +30' 39.9846 186.36 13 +45 43.8036 184.84 14+ 0 46.8595 147.90 14 +15 49.7505 139.93 14 +30 52.8392 149.49 14 +45 55.9224 149.23 15+ 0' 58.9859 148.27 V 15 +15 61.9610 144.00.. 15 +30 64.8127 138.02 15 +45 67.4569 127.98 16+ 0 69.7509 111.03 16 +15: 71.6446 91.66 16 +30 72.5196 42.35 16 +45 72.9967 23.09 17+ 0 73.2828 13.85 Q 17 +15 73.4704 9.08 Q 17 +30 73.6119 6.85 Q 17 +45 73.7249 5.47 Q 18+ 0 73.8180 4.50 Q- 18+15 73.8881 3.40 Q 18 +30 73.9560 3.28 Q 18 +45 74.0205 3.12 Q 19+ 0 74.0744 2.61 Q 19 +15 74.1193 2.17 Q 19 +30 74.1698 2.45 Q 19 +45 74.2269 2.76 Q 20+ 0 74.2768 2.41 Q 20 +15 74.3192 2.06 Q 20 +30 74.3661 2.27 Q 20 +45 74.4143 2.33 Q 21+ 0 74.4607 2.24 Q 21 +15 74.5017 1.98 Q 21 +30 74.5456 2.12 Q 21 +45 74.5853 1.92 Q 22+ 0 74.6284 2.09 Q 22 +15 74.6679 1.91 Q 22 +30 74.7.109 2.08 Q- 22+45 74.7479 1.79 Q 23+ 0 74.7827 1.69 Q 23 +15 74.8167 1.64 Q 23 +30 74.8501 1.62 Q 23 +45 74.8834 1.61 Q 24+ 0 74.9164 1.60 Q 24 +15 74.9448 1.38 Q 24 +30 74.9571 0.59 Q 24 +45 74.9633 0.30 Q 25+ 0 74.9667 0.17 Q 25 +15 74.9687 0.10 Q 25 +30 74.9698 0.05 Q 25 +45 74.9704 0.03 Q m V Q V I Q V Q V Q V Q V Q v Q v Q V Q V Q V v v Q VQ VQ Q Q V Q Q Q Q Q v v v 5 v V V V v v v v v v v v v v V v v v V V v v v V v v v v v. v' V V v v v v v v v v 26+ 0 74.9707 .0.01 Q I I I V ----------------------------------------------------------------------- t 11 1 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 05/25/93 100 YR / 24 -HR ROUTING FOR AREAS "G" AND "DE" USING A TWO (2) INCHES PER HOUR PERCOLATION RATE QUARRY AT LA QUINTA PROJECT FILENAME: DEG2 The Kieth Companies, Moreno Valley Office - SIN 538 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: G100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 104 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 186.4 (CFS) Total volume = 74:97 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 'J Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6 . + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ +++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** ADD /COMBINE /RECOVER HYDROGRAPHS * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: DE100.rte +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ P R I N T O F S T O R M R u n o f f H y d r o g r a p h --------------------- --- -------------------------------------------- Hydrograph in 15 Minute intervals (CFS) . ---- -- +m)- Add -q( CFS) -- Tot_- Q----- - - - - -- 56_1 - - - -- 112_3 - - - -- 168_4 - - -- -224 5 0 +15 0 +30 0.1022 0.2887 0.32 1.40 Q Q . 0 +45 0.3866 2.18 Q 1+ 0 0.4635 2.64 Q 1 +15 0.4905 3.08 Q. 1 +30 0.4405 2.87 Q 1 +45 0.4307 2.83 Q 2+ 0 0.4790 2.98 Q ' 2 +15 0.5441 3.44 Q 2 +30 0.5592 3.60 Q ' 2 +45 3+ 0 0.6157 0.6859- 3.83 4.32 Q Q r Q Q Q Q qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ q Q q Q q Q q Q q Q q Q q qq q q q' q q q qq q qq q q q q q q q q q q q q Q q Q q Q qQ qQ qQ Q Q 3 +15 0.7010 4.50 3 +30 3 +45 0.7064 0.7089 4.58 4.63. Q 4+ 0 0.7600 4.82 4 +15 0.8277 5.29 4 +30 0.8939 5.62 4 +45 0.9669 6.15 5+ 0 1.0357 6.51 5 +15 1.0065 6.74 5 +30 0.9399 6.20 . 5 +45 1.0338 6.60 6+ 0 1.1085 7.13 6 +15 1.1749 7.48 Q 6 +30 1.2505 8.02 6 +45 1.3201 8.39 7+ 0 1.4561 9.00 7 +15 1.6178 9.35 7 +30 2.2953 10.24 7 +45 3.6518 12.00 ' 8+ 0 5.1587 14.83 8 +15 7.2286 23.79 ' 8 +30 8 +45 8.9768 10.0327 35.76 42.58 9+.o 11.5147 51.83 9 +15 13.5766 63.52 ' 9 +30 15.8048 78.42 9 +45 17.5316 90.53 10+ 0 19.1589 101.87 10 +15 16.6675 99.94 10 +30 12.3140 72.63 10 +45 14.0418 72.34 11+ 0 17.2282 92.36 11 +15 17.4434 97.91 11 +30 17.1801 96.86 .. 11 +45 16.2795 94.46 ' 12+ 0 15.5281 88.02 12 +15 19.5975 101.58 12 +30 25.0309 136.68 12 +45 27.9299 157.09 13+ 0 30.4813 175.42 13 +15 34.3839 195.74 13 +30 38.1846 224.55 '13 +45 33.5545 218.39 Q 14+ 0 26.5336 174.44 14 +15 27.1713 167.10 +30 28.9085 178.40 i14 14 +45 28.6819 177.91 15+ 0 28.3562 176.63 '15 +15 15 +30 27.3390 26.0946 171.34 164.12 15 +45 23.2870 .151.27 16+ 0 20.4667 131.49 16 +15 13.0151 104.67 16 +30 3.7384 46.09 16 +45 1.5677 24.66 17+ 0 0.7895 14.64 17 +15 0.3659 9.45 17 +30 0.3085 7.15 +45 0.3713 5.84 '17 18+ 0 0.4684 4.97 Q Q Q Q qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ qQ q Q q Q q Q q Q q Q q Q q qq q q q' q q q qq q qq q q q q q q q q q q q q Q q Q q Q qQ qQ qQ Q Q Q Q Q Q QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q S Q . Q Q Q Q QQ Q Q Q ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 104 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 224.5 (CFS) j Total volume = 90.27 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 -� Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ! +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** _.1 User entry of depth - outflow- storage data -� Total number of inflow hydrograph intervals = 104 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -j ------------- - - - - -- ----------------------------------------------- -------------------------------------------------------------------- ' Initial basin depth = 0.00 (Ft.) ..J 18 +15 0.5394 3.93 _Q' 18 +30 0.5584 3.84 Q 18 +45 0.5138 3.64 Q 19+ 0 0.3972 3.00 Q 19 +15 0.3655 2.54 Q 19 +30 0.4639 2.91 Q 19 +45 0.4877 3.25 Q 20+ 0 0.3868 2.80 Q 20. +15 0.3630 2.42 Q 20 +30 0.4128 2.68 Q �.a 20 +45 0.4200 2.75 Q 21+ 0 0.3717 2.62 Q 21 +15 0.3577 2.34 Q 21 +30 0.3591 2.48 Q 21 +45 0.3524 2.28 Q 22+ 0 0.3566 2.44 Q 22 +15 0.3524 2.26 Q 22 +30 0.3566 2.44 Q 22 +45 0.3012 2.09 Q 23+ 0 0.2889 1.97 Q 23 +15 0.2861 1.93 Q 23 +30 0.2836 1.90 Q 23 +45 0.2836 1.89 Q 24+ 0 0.2836 1.88 Q 24 +15 0.1813 1.56 Q 24 +30 0.0460 0.64 Q 24+45 0.0157 0.31 Q 25+ 0 0.0051 0.17 Q 25 +15 0.0000 0.10 Q 25 +30 0.0000 0.05 Q 25 +45 0.0.000 0.03 Q 26+ 0 0.0000. 0.01 Q ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 104 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 224.5 (CFS) j Total volume = 90.27 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 -� Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ! +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** _.1 User entry of depth - outflow- storage data -� Total number of inflow hydrograph intervals = 104 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -j ------------- - - - - -- ----------------------------------------------- -------------------------------------------------------------------- ' Initial basin depth = 0.00 (Ft.) ..J Initial basin storage = 0.00 (Ac.Ft) Initial -------------------------------------------------------------------- basin outflow 00(CFS)--------------------------------- ----0_ - Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow. (S- O *dt /2) (S 4-o *dt /2) ,. (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.320 0.007 0.013 10.000 21.020 11.540 20.901 21.139 20.000 171.950 44.850 171.487 172.413 S. -------------------------------------------------------------------- Hydrogr.aph Detention Basin Routing --------------------------------------------------------------------- 'I'= 101= time Graph values: unit inflow; outflow at shown Time --------------------------------------------------------------------- Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 56.1 112.3 168.4 224.5 (Ft.) �.: 0.250 0.3 0.1 0.003 0 0.0 0.500 1.4 0.3 0.016 O 0.0 ' 0.750 2.2 0.3 0.046 0 0.0 1.000 2.6 0.4 0.089 0 0.0 1.250 3.1 0.4 0.140 0 0.1 1'.500 2.9 0.4 0.193 0 0.1 1.750 2.8 0.4 0.243 0 0.1 2.000 3.0 0.5 0.294 0 0.1 2.250 3.4 0.5 0.350 0 0.2 1.500 3.6 0.5 0.412 0 0.2 2.750 3.8 0.6 0.478 0 0.2 3.000 3.250 4.3 4.5 0.6 0.6 0.550 0 0.628 0 0.3 0.3 3.500 4:6 0.7 0.708 0 0.3 f 3.750 4.6 0.7 0.788 0 0.4 '4.000 4.8 0.8 0.870 0 0.4 4.250 5.3 0.8 0.958 0 0.5 4.500 5.6 0.9 1.053 O 0.5 4.750 6.2 0.9 1.156 0 0.6 5.000 6.5 1.0 1.267 0 0.6 5.250 6.7 1.1 1.383 0 0.7 5.500 6.2 1.1 1.494 0 0.7 '5.750 6.6 1.2 1.603 0 0.8 6.000 7.1 1.2 1.720 OI 0.8 6.250 7.5 1.3 1.845 OI 0.9 6.500 8.0 1.4 1.977 OI 0.9 6.750 8.4 1.4 2..117 OI 1..0 7.000 9.0 1.5 2.266 OI 1.1 9.4 1.6 2.424 OI 1.2 '7.250 7.500 10.2 1.7 2.592 OI 1.2 7.750 12.0 1.8 2.785 OI 1.3 8.000 14.8 1.9 3.024 0 I 1.4 8.250 23.8 2.1 3.381 0 I 1.6 8.500- 35.8 2.4 3.949 0 I 1.9 8.750 42.6 2.8 4.704 0 I 2.2 51.8 3.3 5.616 0 I 2.7 '3.000 9.250 63.5 3.9 6.733 0 I 3.2 9.500 78.4 4.6 8.111 0 I 3.9 9.750 90.5 5.5 9.751 0 I 4.6 10.000 101.9 6.5 11.615 0 I 5.5 110.250 99.9 7.6 13.554 0 I 6.5 10.500 72.6 8.4 15.172 0 I 7.2 10.750 72.3 9.1 16.488 0 I 7.8 11.000 92.4 9.9 17.993 0 I 8.6 97.9 10.9 19.744 0 I 9.4 ..250 11.500 96.9 11.7 21.524 0 I 10.0 .11.750 94.5 12.0 23.255 0 I 10.1 '`12.000 88-.0 12.4 24.888 0 I 10.3 101.6 12.8 26.587 0 I 10.4 112.250 136.7 13.3 28.780 0 I 10.5 .12..500 �• =12.750 157.1 13.9 31.534 0 I 10.7 13.000 175.4 14.6 34.676 0 I 10.9 `13.250 195.7 15.3 38.201 0 I 11.1 .13.500 224.5 16.2 42.217 0 I 11.4 13.750 218.4 17.2 46.448 0 I 11.7 14.000 174.4 18.0 50.144 0 I 11.9 14.250 167.1 18.7 53.294 0 I 12.1 ' 14.500 178.4 19.4 56.470 0 I 12.3 14.750 177.9 20.1 59.743 0 I 12.6 15.000 176.6 20.8 62.983 0 I 12.8 ,..'15.250 171.3 21.5 66.141 0 I 13.0 15.500 164.1 22.2 69.155 0 I 13.2 15.750 151.3 22.8 71.949 0 I 13.4 16.000 131.5 23.3 74.394 0 I 13.5 16.250 104.7 23.8 76.348 0 I 13.7 1.16.750' 16.500 46.1 24.0 77.412 0 I 13.7 24.7 24.0 77.647 0 13.8 '17.000 14.6 24.0 77.556 IO 13.7 9.4 24.0 77.309 I 0 13.7 '17.250 7.500 7.2 23.9 76.986 I 0 13.7 x:_ 1.750 5.8 23.8 76.628 I 0 13.7 18.000 5.0 23.7 76.249 I 0 13.7 18.250 3.9 23.6 75.851 I 0 13.6 18.500 3.8 23.6 75.444 I 0 13.6 18.750 3.6 23.5 75.036 I 0 13.6. 19.000 3.0 23.4 74.620 I 0 13.6 ,.19.250 2.5 23.3 74.196 I 0. 13.5. •19.500 2.9 23.2 73.772 I 0 13.5 3.3 23.1 73.358 I 0 13.5 '19.750 20.000 2.8 23.0 72.944 I 0 13.4 ...20.250 2.4 22.9 72.524 I -0 13.4 20.500 2.7 22.8 72.104 I 0 13.4 20.750 2.8 22.7 71.690 I 0 13.4 21.000* 2.6 22..6 71.277 I 0 13.3 21.250 2.3 22.5 70.861 I 0 13.3 2.5 22.4 70.446 I 0 13.3 ,21.500 121.750 2.3 22.4 70.033 I 0 13.2 22.000 2.4 22.3 69.621 I 0 13.2 22.250 2.3 22.2 69.210 I 0 13.2 ' 22.500 2.4 22.1 68.801 I 0 13.2. 22.750 2.1 22.0 68.393 I 0 13.1 23.000 2.0 21.9 67.981 I 0 13.1 23.250 1.9 21.8 67.570 I 0 13.1 23.500 1.9 21.7 67.160 I 0 13.1 23.750 1.9 21.6 66.751 I 0 13.0 1.9 21.5 66.344 I 0 13.0 '1.000 24.250 1.6 21.5 65.935 I 0 13.0 24.500 0.6 21.4 65.516 I 0 12.9 ' 24.750 25.000 0.3 0.2 21.3 21.2 65.085 64.652 I I 0 0 12.9 12.9 25.250 0.1 21.1 64.218 I 0 12.9 25.500 0.1 21.0 63.786 I 0 _ 12.8 25.750 0.0 20.9 63.354 I 0 12.8 ,;26.000 0.0 20.8 62.924 I 0 12,8 ).250 0.0 20.7 62.495 I 0 12.7 X6.500 0.0 20.6 62.069. I 0 12,7 ;:26.750 0.0 20.5 61.644 I 0 12,7 '27.000 0.0 20.4 61.222 I 0 12.7 27.250 0.0 20.3 60.801 I 0 12.6 27.500 0.0 20.2 60.382 I 0 12.6 !)x27.750 0.0 20.1 59.965 I 0 12.6 0.0 20.0 59.550 I 0 12.6 '28.000 jh28.250 0.0 20.0 59.137 I 0 12.5 j28.500 0.0 19.9 58.725 I O 12.5 28.750 0.0 19.8 58.316 I 0 12.5 0.0 19.7 57.908 I 0 12.4 t29.250 0.0 19.6 57.503 I 0 12.4 ` 29.500 0.0 19.5 57..099 I 0 12.4 0.0 19.4 56.697 I 0 12.4 1j29.750 :30.000 0.0 19.3 56.297 I 0 12.3 30.250 0.0 19.2 55.898 I 0 12.3 30.500 0.0 19.2 55.502 I 0 12:3 30.750 0.0 19.1 55.107 I 0 12.3 ,31.000 0.0 19.0 54.714 I 0 12,2 31.250 0.0 18.9 54.323 I 0 12.2 31.500 0.0 18.8 53.933 I 0 12.2 3 0.0 18.7 53.546 I 0 12,2 `=`32.000 0.0 18.6 53.160 I 0 12.1 32.250 0.0 18.5 52.776 I 0 12.1 1.500 0.0 18.5 52.393 I 0 12.1 .750 0.0 18.4 52.013 I 0 12.1 33.000 0.0 18.3 51.634 I 0 12.0 33.250 0.0 18.2 51.257 I 0 12.0 ;:33.500 0.0 18.1 50.881 I 0 12.0 ` 33.750 0.0 18.0 50.508 I 0 12.0 34.000 0.0 18.0 50.135 I 0 11.9 3 0.0 17.9 49.765 I 0 11.9 ':34.500 0.0 17.8 49.396 I 0 11.9 34.750 0.0 17.7 49.029 I 0 11.9 35.000 0.0 17.6 48.664 I 0 11.8 ,35.250 0.0 17.6 48.301 I 0 11.8 35.500 0.0 17.5 47.939 I 0 11.8 [35.750 0.0 17.4 47.578 I 0 11.8 36.000 0.0 17.3 47.219 I 0 11.7 '36.250 0.0 17.2 46.862 I 0 11.7 36.500 0.01 17.2 46.507 I 0 11.7 36.750 0.0 17.1 46.153 I 0' 11.7 -- i:37.000 0.0 17.0 45.801 I 0 11.6 37.250 0.0 16.9 45.450 I 0 11.6 37.500 0.0 16.9 45.101 I 0 11.6 J.37.750 0.0 16.8 44.754 I 0 11.6 38.000 0.0 16.7 44.408 I 0 11.5 38.250 0.0 16.6 44.064 I 0 11.5 38.500 0.0 16.6 43.721 I 0 11.5 38.750 0.0 16.5 43.380 I 0 11.5 0.0 16.4 43.040 I 0 11.5 '.000 .)9.250 0.0 16.3 42.702 I 0 11.4 - X39.500 0.0 16.3 42.365 I 0 11.4 39.750 0.0 16.2 42.030 I 0 11.4 ' 40.000 0.0 16.1 41.697 I 0 11.4 40.250 0.0 16.0 41.365 I 0 11.3 40.500 40.750 0.0 0.0 16.0 15.9 41.035 40.706 I 0 I 0 11.3 11.3 41.000 0.0 15.8 40.378 I 0 11.3 .250 0.0 15.7 40.052 I 0 11.3 _.500 0.0 15.7 39.728 I 0 11.2 41.750 0.0 15.6 39.405 I 0 11.2 `'42.000 0.0 15.5 39.083 I O 11.2 42.250 0.0 15.5 38.763. I 0 11.2 42.500 0.0 15.4 38.445 I 0 11.2 ...42.750 0.0 15.3 38.127 I 0 11.1 43.000_ 0.0 15:2 37.812 I 0 11.1 43.250 0.0 15.2 37.497 I 0 11.1 ;43.500 0.0 15.1 37.185 I 0 11.1 43.750 0.0 15.0 36.873 I 0 11.1 44.000 1.44.250 0.0" 15.0 36.563 I 0 11.0 0.0 14.9 36.255 I 0 11.0 44.500 0.0 14.8 35.947 I 0 11.0 0.0 14.8 35.642 I 0 11.0 '44.750 .45.000 0.0 14.7 35.337 I 0 10.9 ,,.;45.250 0.0 14.6 35.034 I 0 10.9 45.500 45.750 0.0 `0.0 14.6 14.5 34.732 34.432 I 0 I 0 10.9 10.9 '.46.000 0.0 14.4 34.133 I 0 10.9 46.250 0.0 14.4 33.836 I 0 10.8 46.500 0.0 14.3 33.540 I 0 10.8 "46.750 0.0 14.2 33.245 I 0 10.8 "47.000 0.0 14.2 32.951 I 0 10.8 47.250. 0.0 14.1 32.659 I 0 10.8 47.500 01.0 14.0 32.368 I 0 10.8 .750 0.0 14.0 32.079 IO 10.7 *d, 000 0.0 13.9 31.790 IO 10.7 48.250 0.0 13.9 31.504 IO 10.7 :48.500 0.0 13.8 31.218 IO 10.7 . "'48.750 0.0 13.7 30.934 IO 10.7 49.000 0.0 13.7 30.651 IO 10.6 ;49.250 0.0 13.6 30.369 IO 10.6 {'- 49.500 0.0 13.5 30.089 IO 10.6 0.0 13.5 29.809 IO 10.6 '49.7.50 50.000 0.0 13.4 29.532 IO 10.6 50.250 0.0 .13.4 29.255 IO 10.5 50.500 0.0 13.3 28.980 IO 10.5 '50.750 0.0 13.2 28.706 IO 10.5 :51.000 0.0 13.2 28.433 IO 10.5 151.250 0.0 13.1 28.161 IO 10.5 51.500 0.0 13.1 27.891 IO 10.5 ' 51.750 0.0 13.0 27.622 I0 10.4 .:52.000 0.0 12.9 27.354 IO 10.4 52.250, 52.500 0.0 0'.0 12.9 12.8 27.087 26.821 IO IO 10.4. 10.4 .52.750 0.0 12.8 26.557 IO 10.4 53.000 0.0 12.7 26.294 IO 10.3 53.250 0.0 12.6 26.032 IO 10.3 53.500 0.0 12.6 25.771 IO 10.3 `53.750 0.0 12.5 25.512 IO 10.3 0.0 12.5 25.254 IO 10.3 'x'.000 .250 0.0 .12.4 24.996 IO 10.3 ;54.500 0.0 12.4 24.741 I0 10.2 54.750 0.0 12.3, 24.486 IO 10.2 ' 55.000 0.0 12.2 24.232 IO 10.2 1. 0.0 11.6 21.277 IO IO 55.250 0.0 12.2 23.980 IO 11.5 21.038 IO 15.466 10.2 55.500 0.0 12.1 23.728 IO 20.800 IO 8.5 15.290 10.2 ,.55.750 0.0 12.1 23.478 IO IO 0.0 8.4 15.115 10.2 56.000 0.0 12.0 23.229 IO 65.750 0.0 8.3 9.7 10.1 "•.250 0.0 12.0 22.981 IO 66.000 0.0 9.6 `59.500 10.1 x.500 0.0 11.9 22.734 IO 66.250 9.5 62.250 0.0 10.1 ;56.750 0.0 11.9 22.488 IO 8.3 62.500 0.0 9.6 10.1 ''57.000 0.0 11.8 22.244 IO r..; .750 0.0 9.5 17.142 10.1 '57.250 0.0 11.8 22.000 IO 10.1 `57.500 0.0 11.7 21.758 IO 10.0 �4= 57.750 0.0 11.6 21.517 IO 10.0 58.000 0.0 11.6 21.277 IO IO 10.0 58.250 0.0 11.5 21.038 IO 15.466 IO 10.0 .61.000 0.0 11.4 20.800 IO 8.5 15.290 IO 9.9 ,;58.500 58.750 0.0 11.3 20.566 IO 0.0 8.4 15.115 9.8 59.000 0.0 11.2 20.334 IO 65.750 0.0 8.3 9.7 59.250 0.0 11.1 20.104 IO 66.000 0.0 9.6 `59.500 0.0 10.9 19.877 IO 7.0 66.250 9.5 '59.750 0.0 10.8 19.652 IO 9.3 60.000 0.0 10.7 19.430 IO 9.2 ,,..:60.250 0.0 10.6 19.211 IO 9.1 60.500 0.0 10.5 18.993 IO IO 9.0 ;60.750 0.0 10.3 18.778 IO 15.466 IO 8.9 .61.000 0.0 10.2 18.5,66 I0 8.5 15.290 IO 8.8 61.250 0.0 10.1 18.356 IO 0.0 8.4 15.115 8.7 61.500 0.0 10.0 18.148 IO 65.750 0.0 8.3 8.6 .61.750 0.0 9.9 17.942 IO 66.000 0.0 8.5 ,`62.000 0.0 9.8 17.739 IO 7.0 66.250 8.4 62.250 0.0 9.7 17.538 IO 6.9 8.3 62.500 0.0 9.6 17.339 IO 6.1 8.2 r..; .750 0.0 9.5 17.142 IO 8.2 b3.000 11,63.250 0.0 0.0 9.4 9.3 16.948 16.755 IO IO IO 8.1 8.0 63.500 0.0 9.2 16.565 IO 12.429 12.287 0 0 7.9 a 63.750 0.0 9.1 16.377 IO 7.8 1,64.000 0.0 9.0 16.190 IO 7.7 64.250 0.0 8.9 16.006 IO 7..6 ,'64.500 0.0 8.8 15.824 IO 7.5 66.500 0.0 8.0 14.437 IO 6.9 .66.750 0.0 7.9 14.273 IO 6.8 67.000 0.0 7.8 14.109 IO 6.7 0.0 8.7 15.644 IO 7.4 i64.750 65.000 0.0 8.6 15.466 IO 7.4 : 65.250 0.0 8.5 15.290 IO 7.3 65..500 0.0 8.4 15.115 IO 7.2 65.750 0.0 8.3 14.943 IO 7.1 66.000 0.0 8.2 14.773 IO 7.0 66.250 0.0 8.1 14.604 IO 6.9 66.500 0.0 8.0 14.437 IO 6.9 .66.750 0.0 7.9 14.273 IO 6.8 67.000 0.0 7.8 14.109 IO 6.7 0.0 7.8 13.948 IO 6.6 '67.250 67.500 0.0 7.7 13.789 IO 6.6 ;67.750 0.0 7.6 13.631 IO 6.5 68.000 0.0 7.5 13.475 IO 6.4 68.250 0.0 7.4 13.320 IO 6.3 68.500 0.0 7.3 13.168 IO 6.3 68.750 0.0 7.3 13.017 IO 6.2 0.0 7.2 12.868 IO 6.1 '-1.000 ..250 0.0 7.1 12.720 IO 6.1 69.500 0.0 7.0 12.574. IO 6.0 '69.750 70.000 0.0 0.0 7.0 6.9 12.429 12.287 0 0 5.9 5.8 te 0.0 5.6 9.851 0 0 70.250 0.0 6.8 ''.500 O 5.5 9.737 0 J84.500 5.8 170,500 70.750 0.0 0.0 6.7 6.7 _12.145 12.006 11.867 0 0 9.624 0 0.0 3.6 5.7 5.6 71.000 0.0 6.6 11.731 0 0 6.052 0 2.9 5.6 .250 0.0 6.5 11.595 0 4.5 5.5 0.0 0.0 6.4 11.462 0 4.4 76.250 5.5 1X1.500 .71.750 0.0 6.4 11.330 O 4.4 79.000 0.0 5.4 72.000 0.0 6.3 11.199 0 3.8 ,79.250 0.0 4.6 5.3 72.250 0.0 6.2 11.069 0 •':79.500 0.0 4.5 7.877 5.3 j72.500 0.0 6.2 10.941 0 5.2 == 72.750 0.0 6.1 10.815 0 5.1 73.000 73.250 0.0 0.0 6.0 6.0 10.690 10.566 0 0 5.1 5.0 ,73.500 0.0 5.9 10.444 0 5.0 73.750 0.0 5.8 10.323 0 4.9 [74.000 0.0 5.8 10.203 0 4.9 ;74.250 0.0 5.7 10.084 0 4.8 `-74.500 0.0 5.6 9.967 0 4.7 74.750 ,75.000 0.0 5.6 9.851 0 0 3.0 4.7 ''.500 0.0 5.5 9.737 0 J84.500 0.0 4.6 `:75.250 0.0 5.5 9.624 0 0.0 3.6 6.126 4.6 75.500 0.0 5.4 9.511 0 6.052 0 2.9 4.5 75.750 0.0 5.3 9.401 0 4.5 x76.000 0.0 5..3 9.291 0 4.4 76.250 0.0 5.2 9.183 0 4.4 76.500 0.0 5.2 9.075 0 4.3 .76.750 0.0 5.1 8.969 0 4.3 '=177.000 0.0 5.0 8.864 0 4.2 77.250 0.0 5.0 8.761 0 0 3.0 4.2 ''.500 0.0 4.9 8.658 0 J84.500 0.0 4.1 -t.. .750 0.0 4.9 8.557 0 0.0 3.6 6.126 4.1 78.000 0.0 4.8 8.456 0 6.052 0 2.9 4.0 78.250 0.0 4.8 8.357 0 4.0 ,'78.500 0.0 4.7 8.259 0 3.9 Y78.750 0.0 4.7 8.162 0 3.9 79.000 0.0 4.6 8.066 0 3.8 ,79.250 0.0 4.6 7.971 0 3.8 •':79.500 0.0 4.5 7.877 0 3.8 79.750 0.0 4.5 7.784 0 0 3.0 3.7 80.000 0.0 4.4 7.692 0 J84.500 0.0 3.7 X80.250 0.0 4.4 7.601 0 0.0 3.6 6.126 3.6 80.500 0.0 4.3 7.511 0 6.052 0 2.9 3.6 80.750 0.0 4.3 7.422 0 3.5 X81.000 0.0 4.2 7.335 0 3.5 81.250 0.0 4.2 7.248 0 3.5 83.250 0.0 3.8 6.585 0 3.1. 83.500 0.0 3.8 6.507 0 3.1 83.750 0.0 3.7 6.429 0 3.1 0.0 4.1 7.162 0 0 3.0 3.4 ,,81.500 .81.750 0.0 4.1 7.077 0 J84.500 0.0 3.4 82.000 0.0 4.0 6.992 0 0.0 3.6 6.126 3.3 82.250 0.0 4.0 6.909 0 6.052 0 2.9 3.3 82.500 0.0 4.0 6.827 0 3.3 X82.750 0.0 3.9 6.746 0 3.2 83.000 0.0 3.9 6.665 0 3.2 83.250 0.0 3.8 6.585 0 3.1. 83.500 0.0 3.8 6.507 0 3.1 83.750 0.0 3.7 6.429 0 3.1 .000 0.0 3.7 6.352. 0 3.0 b4.250 0.0 3.7 6.276 0 3.0 J84.500 0.0 3.6 6.200 0 3.0 84.750 0.0 3.6 6.126 0 2.9 _ _1 85.000 0.0 3.5 6.052 0 2.9 :85.250 0.0 3.5 5.979 0 _ 1.4 '.000 y9.250 2.8 85.500 0.0 3.5 5.907 0 0 0.0 1.9 2.8 85.750 0.0 3.4 5.836 0 4.507 0 0 2.8 86.000 0.0 3.4 5.765 0 2.7 4.451 0 2.7 .250 0.0 3.4 5.696 O 0.0 2.7 .4.396 2.7 ,u6.500 0.0 3.3 5.627 0 :91.750 0.0 2.6 2.7 ::86.750 0.0 3.3 5.559 0 2.1 °"92.000 0.0 2.6 87.000 0.0 3.2 5.491 O 2.0 92.250 2.6 187.250 0.0 3.2 5.424 0 2.0 2.6 87.500 0.0 3.2 5.358 0 2.6 a�187.750 0.0 3.1 5.293 0 2.5 88.000 88.250 0.0 0.0 3.1 3.1 5.229 5.165 0 O 0 2.5 2.5 ,,88.500 0.0 3.0 5.102 0 4.025 0 2.4 88.750 0.0 3.0 5.039 O 2.4 3.975 0 2.4 89.000 0.0 3.0 4.977 0 0.0 2.4 3.925 2.4 89.250 0.0 2.9 4.916 0 2.3 '89.500 0.0 2.9 4.856 0 2.3 '89.750 0.0 2.9 4.796 0 2.3 90.000 0.0 2.8 4.737 0 2.3 - 90.250 0.0 2.8 4.679 O 2.2 90.500 0.0 2.8 4.621 0 1.4 '.000 y9.250 1.8 2.2 '90.750 0.0 2.8 4.564 0 0.0 1.9 1.8 95.250 2.2 91.000 0.0 2.7 4.507 0 0 1.7 95.500 0.0 2.1 91.250 0.0 2.7 4.451 0 1.7 95.750 0.0 2.2 2.1 91.500 0.0 2.7 .4.396 0 96.000 0.0 2.2 3.498 2.1 :91.750 0.0 2.6 4.341 0 0.0 2.2 3.453 0 2.1 °"92.000 0.0 2.6 4.287 0 2.1 3.409 0 2.0 92.250 0.0 2.6 4.234 0 3.365 0 2.0 500 0.0 2.5 4.181 0 0 2.0 ., ..750 0.0 2.5 4.128 0 1.6 1.5 2.0 93.000 0.0 2.5 4.076 0 1.5 98.000 1.9 93.250 0.0 2.5 4.025 0 1.5 1.9 ,;.93.500 0.0 2.4 3.975 0 1.9 93.750 0.0 2.4 3.925 0 1.9 94.000 0.0 2.4 3.875 0 1.8 94.250 0.0 2.4 3.826 0 1.8 94.500 0.0 2.3. 3.778 0 1.8 94.750 0.0 2.3 3.730 0 1.4 '.000 y9.250 1.8 .95.000 0.0 2.3 3.682 0 - -99.500 0.0 1.9 1.8 95.250 0.0 2.3 3.635 0 1.8 2.874 0 1.7 95.500 0.0 2.2 3.589 0 0 1.4 1.7 95.750 0.0 2.2 3.543 0 1.7. 96.000 0.0 2.2 3.498 0 1.7 96.250 0.0 2.2 3.453 0 1.6 0.0 2.1 3.409 0 1.6 '96.500 � 96.750 0.0 2.. 1 3.365 0 1.6 97.000 0.0 2.1 3.321 0 1.6 97.250 97.500 0.0 0.0 2.1 2.0 3.278 3.236 0 0 1.6 1.5 97.750 0.0 2.0 3.194 0 1.5 98.000 0.0 2.0 3.153 0 1.5 9 0.0 2.0 3.112 0 1.5 .98.500 0.0 2.0 3.071 0 1.5 98.750 0.0 1.9 3.031 0 1.4 0.0 1.9 2.991 0 1.4 '.000 y9.250 0.0 1.9 2.952 0 1.4 - -99.500 0.0 1.9 2.913 0 1.4 99.750 0.0 1.8 2.874 0 1.4 '.00.000 0.0 1.8 2.836 0 1.4 t 100.250. 0.0 1.8 2.799 0 1.3 100.500 L00.750 0.0 0.0 1.8 1.8 2.762 2.725 0 0 1.3 1.3 L01.000 0.0 1.8 2.689 0 1.3 '..250 0.0 1.7 2.653 0 1.3 lul.500 0.0 1.7 2.617 0 1.2 ;101.750 0.0 1.7 2.582 O 1.2 '102.000 0.0 1.7 2.547 O 1.2 102.250 0.0 1.7 2.513 O 1.2 102.500 0.0 1.6 2.479 O 1.2 x'102.750 0.0 1.6 2.445 0 1.2 103.000 0.0 1.6 2.412 0 1.2 103.250 0.0 1.6 2.379 0 1.1 .103.500 0.0 1.6 2.346 0 1.1 103.750 0.0 1.6 2.314 O 1.1 104.000 0.0 1.5 2.282 O 1.1 104.250 0.0 1.5 2.251 O 1.1 '104.500 0.0 1.5 2.219 0 1.1 0.0 1.5 2.189 0 1.0 '104.750 1L05. 000 O..0 1.5 2.158 0 1.0 ,.:105.250 0.0 1.5 2.128 0 1.0 105.500 105.750 0.0 0.0 1.4 1.4 2.098 2.069 O O 1.0 1.0 : 106.000 0.0 1.4 2.039 O 1.0 106.250 0.0 1.4 2.011 O 1.0 106.500 0.0 1.4 1.982 O 0.9 :106.750 0.0 1.4 1.954 0 0.9 "'107.000 0.0 1.3 1.926 O 0.9 107.250 0.0 1.3 1.898 O 0.9 ' 7.500 0.0 1.3 1.871 O 0.9 1.750 0.0 1.3 1.844 O 0.9 108.000 0.0 1.3 1.817 0- 0.9 108.250 0.0 1.3 1.791 O 0.9 .'108.500 0.0 1.3 1.765 0 0.8 108.750 0.0 1.2 1.739 O 0.8 109.000 0.0 1.2 1.713 O 0.8 109.250 0.0 1.2 1.688 O 0.8 1109.500 0.0 1.2 1.663 O 0.8 109.750 0.0 1.2 1.638 O 0.8 110.000 0.0 1.2 1.614 O 0.8 110.250 0.0 1.2 1.590 0 0.8 110.500 0.0 1.2 1.566 0 0.7 1110.750 0.0 1.1 1.542 O 0.7 -ill. 000 0.0 1.1 1.519 O 0.7 `111.250 0.0 1.1 1.496 O 0.7 111.500 0.0 1.1 1.473 O 0.7 111.750 0.0 1.1 1.450 O 0.7 112.000 0.0 1.1 1.428 0 0.7 112.250 0.0 1.1 1.406 0 0.7 112.500 0.0 1.1 1.384 O G.7 :112.750 0.0 1.0 1.362 O 0.7 113.000 0.0 1.0 1.341 O 0.6 1113.250 0.0 1.0 1.320 0 0.6 '113.500 0.0 1.0 1.299 O. 0.6 113.750 0.0. 1.0 1.278 O 0.6 ':.000 0.0 1.0 1.257 O 0.6 1.14.250 0.0 1.0 1.237 O 0.6 114.500 0.0 1.0 1.217 O 0.6 0.0 1.0 1.197 O 0.6 '114.750 115.000 0.0 0.9 1.178 0 0.6 1 I.L`15.250 0.0 0.9 1.158 0 0.6 15.500 0.0 0.9 1..139 0 0.5 15.750 0.0 0.9 1.120 0 0.5 16.000 0.0 0.9 1.101 0 0.5 l .250 0.0 0.9 1.083 0 0.5 16.500 0.0 0.9 1.065 0 0.5 .16.750 0.0 0.9 1.046 0 0.5 `117.000 0:0 0.9 1.028 0 0.5 17.2 50 0.0 0.9 1.011 0 0.5 17.500 0.0 0.8 0.993 0 0.5 750 0.0 0...8. 0.976 0 0.5 18.000 .0.0 0:8.y. ::. 0.959 0 0.5 18 250. .0.-0 0' °° :8.=..::::'; -0s0 942 0 0.5 18:5.00 0:0 �0:8,��,*�0 .925 O 0.4 - 118.750 0,.0 0 '908, -0 0.4 1 ':19.000 0. 0 892"' 0 0.4 19.250 0. 0. 0: 8 ?<. ,;:`: " <- -0. 876 0 0.4 `119.500 0.0_. 0.8? " 0.859 0 0.4 0.0 .0.8' 0.844 0 0.4 119.750 20.000 0.0 0.8 0.828 0 0.4 x:_20.250 0.0 0.7 0.812 0 0.4 20.500 0.0 0.7 0.797 0 0.4 20.750 0.0 0.7 0.782 0 0.4 0.0 0.7 0.767 0 0.4 x.:21.000 121.250 0.0 0.7 0.7.52 0 0.4 1'21.500 0.0 0.7 0.737 0 0.4 .-.21.750 0.0 0.7 0.723 0 0.3 '.22.000 0.0 0.7 0.708 0 0.3 22.250 0.0 0.7 0.694 0 0.3 '.500 0.0 0.7 0.680 0 0.3 ..750 0.0 0.7 0.666 0 0.3 23.000 0.0 0.7 0.652 0 0.3 23.250 0.0 0.7 0.638 0 0.3 ,..23.500 0.0 0.6 0.625 0 0.3 123.750 0.0 0.6 0.612 0 0.3 24.000 0.0 0.6 0.599 0 0.3 24.250 0.0 0.6 0.585 0 0.3 '24.500 0.0 0.6 0.573 0 0.3 24.750 0.0 0.6 0.560 0 0.3 25.000 0.0 0.6 0.547 0 0.3 , ,.-.25.250 0.0 0.6 0.535 0 0.3 125.500 0.0 0.6 0.522 0 0.3 25.750 0.0 0.6 0.510 0 0.2 26.000 0.0 0.6 0.498 0 0.2 126.250 0.0 0.6 0.486 0 0.2 0.0 0.6 0.474 0 0.2 126.500 .26.750 0.0 0.6 0.463 0 0.2 .,27.000 0.0 0.6 0.451 0 0.2 27.250 0.0 0.5 0.440 0 0.2 27.500 0.0 0.5 0.429 0 0.2 ,,.27.750 0.0 0.5 0.417 0 0.2 128.000 0.0 0.5 0.406 0 0.2 128.250 -28.500 0.0 0.5 0.395 0 0.2 0.0 0.5 0.385 0 0.2 128.7.50 0.0 0.5 0.374 0 0.2 0.0 0.5 0.363 0 0.2 �.000 .e.9.250 0.0 0.5 0.353 0 0.2 X29.500 0.0 0.5 0.343 0 0.2 29.750 0.0 0.5 0.332 0 0.2 30.000 0.0 0:5 0.322 0 0.2 II `x'30.250 30.500 30.750 '31.000 .250 ,X1.500 :31.750 `132.000 1 32.250 132.500 �- 32.750 33-.000 33.250 ,'33.500 133.750 34.000 34.250 134.500 34.750 35.000 L:-1`35.250 35.500 35.750 ,.;36..000 136.250 36.500 ,.36.750 '-137.000 37.250 ''.500 e:. .750 38.000 38.250 1.38.500 138.750 39.000 .39. 250 139.500 39.750 j F 0.0 0.5 0.312 0 0.2 0.0 0.5 0.302 0 0.1 0.0 0.5 0.293 0 0.1 0.0 0.5 0.283 0 0.1 0.0 0.5 0.273 0 0.1 0.0 0.5 0.264 0 0.1 0.0 0.5 0.254 0 0.1 0.0 0.4 0.245 0 0.1 0.0 0.4 0.236 0 0.1 0.0 0.4 0.227 0 0.1 0.0 0.4 0.218 0 0.1 0.0 0.4. 0.209 0 0.1 0.'.0 0.4 0.200 0 0.1 0.0 0.4 0.192 O 0.1 0.0 0.4 0.183 O 0:1 0.0 0.4 0.175 0 0.1 0.0 0.4 0.166 0 0.1 0.0 0.4 0.158 0 0.1 0.0 0.4 0.150 0 0.1 0.0 0.4 0.142 O 0.1 0.0 0.4 0.134 0 0.1 0.0 0.4 0.126 0 0.1 0.0 0.4 0.118 0 0.1 0.0 0.4 0.110 0 0.1 0.0 0.4 0.102 0 0.1. 0.0 0.4 0.095 0 0.1 0.0 0.4 0.087 0 0.0 0.0 0.4 0.080 0 0.0 0.0 0.4 0.073 0 0.0 0.0 0.3 0.065 0 0.0 0.0 0.3 0.058 O 0.0 0.0 0.3 0.051 O 0.0 0.0 0.3 0.044 0 0.0 0.0 0.3 0.037 0 0.0 0.0 0.3 0.030 0 0.0 0.0 0.3 0.023 0 0.0 0.0 0.3 0.017 0 0.0 0.0 0.3 0.010 0 0.0 0.0 0.2 0.005 0 0.0 ******** * * * * * *. * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 559 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 24.0 (CFS) Total volume = 90.27 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 05/25/93 100 YR / 24 -HR ROUTING FOR AREAS "G" AND "DE" USING A FOUR (4) INCHES PER HOUR PERCOLATION RATE QUARRY AT LA QUINTA PROJECT FILENAME: DEG4 The Kieth Companies, Moreno Valley Office - S/N 538 ' ---------------------------------------------=------==-------------- HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: G100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 104 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 186.4 (CFS) Total volume = 74.97 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** ADD /COMBINE /RECOVER HYDROGRAPHS * * ** * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: DE100.rte ' ++++++++++++++++++++++++++++++±++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ P R I N T O F S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals (CFS) --------------------------------------------_---------------------- ' Time(h +m) Add q(CFS) Tot. Q 0 56.1- 112.3 168.4 224.5 0 +15 0-+30 0.1022 0.2887 0.32 1.40 Q Q 0 +45 0.3866 2.18 Q 1+ 0 0.4635 2.64 Q ' 1 +15 0.4905 3.08 Q 1 +30 0.4405 2.87 Q 1 +45 0.4307 2.83 Q 2+ 0 0.4790 2.98 Q ' 2 +15 0.5441 3.44 Q 2 +30 0.5592 3.60 Q 2 +45 0.6157 3.83 Q 3+ 0 0.6859 4.32 Q Q 3 +15 0.7010 ,- 4.50 Q '. 3 +30 3 +45 0.7064 0.7089 4.58 4.63 Q Q Q 4+ 0 0.7600 4.82 Q 4 +15 0.8277 5.29 Q 4 +30 0.8939 5.62 qQ 4 +45 0.9669 6.15 qQ 5+ 0 1.0357 6.51 qQ Q 5 +15 1.0065 6.74 qQ s 5 +30 0.9399 6.20 qQ �..y 5 +45 1.0338 6.60 qQ 6+ 0 6 +15 1.1085 1.1749 7.13 7.48 qQ qQ 6 +30 1.2505 8.02 qQ t 6 +4.5 1.3201 8.39 qQ 7+ 0 1.4561 9.00 qQ 7 +15 1.6178 9.35 qQ 7 +30. 2.2953 10.24 qQ 7 +45 3.6518 12.00 q Q 8+ 0 5.1587 14.83 q Q 8 +15 7.2286 23.79 q Q ' 8 +30 8 +45 8.9768 10.0327 35.76 42.58 q Q q Q 9+ 0 11.5147 51.83 q 9 +15 .13.5766 63.52 q Q 9 +30 15.8048 78.42 q 9 +45 17.5316 90.53 q 10+ 0 19.1589 101.87 q 10 +15 16.6675 99.94 q 1. 10 +30 12.3140 72.63 q 10 +45 14.0418 72.34 q 11+ 0 11 +15 17.2282 17.4434 92.36 97.91 q q 11 +30 17.1801 96.86 q Q 11 +45 16.2795 94.46 q ' 12+ 0 15.5281 88.02 q Q 12 +15 19.5975 101.58 q 12 +30 25.0309 136.68 q S Q 12 +45 27.9299 157.09 q ' 13+ 0 30.4813 175.42 q 13 +15 34.3839 195.74 q Q 13 +30 38.1846 224.55 q 13 +45 33.5545 218.39 q 14+ 0 26.5336 174.44 q 14 +15 27.1713 167.10 q 14 +30 28.9085 178.40 q' ' 14 +45 28.6819 177.9,1 q 15+ 0 28.3562 176.63 q 15 +15 27.3390 171.34 q ' 15 +30 26.0946 164.12 q ' 15 +45 23.2870 151.27 q 16+ 0 20.4667 131.49 q 16 +15 13.0151 104.67 q 16 +30 3..7384 46.09 q Q 16 +45 1.5677 24.66 q Q 17+ 0 0.7895 14.64 q Q ' 17 +15 0.3659 9.45 qQ 17 +30 0.3085 7.15 qQ '17 +45 18+ 0 0.3713 0.4684 5.84 4.97 qQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q S Q Q Q Q Q Q Q Q Q Q ' User entry of depth- outflow - storage data -------7------------------------------------------------------------- Total number of inflow hydrograph intervals = 104 ' Hydrograph time unit = 15.000 (Min.)' Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- ,' Initial basin depth = 0.00 (Ft.) 18 +15 0.5394 3.93 Q 18 +30 0.5584 3.84 Q '.. 18 +45 0.5138 3.64 Q 19+ 0 0.3972 3.00 Q 19 +15 0.3655 2.54 Q 19 +30 0.4639 2.91 Q 19 +45 0.4877 3.25 Q " .20+ 0 0.3868 2.80 Q 20 +15 0.3630 2.42 Q 20 +30 0.4128 2.68 Q t 20 +45 0.4200 2.75 Q 21+ 0 21 +15 0.3717 0.3577 2.62 Q 2.34 Q i 21 +30 0.3591 .2.48 Q 21 +45 0.3524 2.28 Q 122+ 0 0.3566 2.44 -Q . 22 +15 0.3524 2.26 Q 22 +30 0.3566 2.44 Q +45 0.3012 2.09 Q '22 23+ 0 0.2889 1.97 Q �..: 23 +15 0.2861 1.93 Q ' 23 +30 23 +45 0.2836 0.2836 1.90 Q 1.89 Q i.i 24+ 0 0.2836 1.88 Q 24 +15 0.1813 1.56 Q '. 24 +30 0.0460 0.64 Q 24 +45 0.0157 0.31 Q ' 25+ 0 0.0051 0.17 Q +15 0.0000 0.10 Q '25 25 +30 0.0000 0.05 Q 25 +45 0.0000 0.03 Q 26+ 0 0.0000 0.01 Q * ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * ** t' Number of intervals = 104 Time interval = 15.0 (Min.) ' Maximum /Peak flow rate = 224.5 (CFS) Total volume = 90.27 (Ac.Ft) Status of hydrographs being held in storage ' Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS), 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** ' User entry of depth- outflow - storage data -------7------------------------------------------------------------- Total number of inflow hydrograph intervals = 104 ' Hydrograph time unit = 15.000 (Min.)' Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- ,' Initial basin depth = 0.00 (Ft.) ' Initial basin storage = 0.00 .Ft (Ac.Ft) ) _ Initial basin outflow = 0.00 (CFS) --------------------------------------- ----------------------------- Depth vs. Storage and Depth vs. Discharge data: '. Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) --------------------------------------------------------------------- (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.640 0.003 0.017 10.000 21.020 23.070 20.782 21.258 20.000 171.950 89.700 171.023 172.877 Hydrograph Detention Basin Routing -----------------------------------------------------.---------------- tGraph 'I' inflow; 'O'= time values: =.unit ------=--------------------------------_------------------------------ outflow at shown Inflow Outflow Storage Depth ,Time :(Hours) (CFS) (CFS) (Ac.Ft) .0 56.1 112.3 168.4 224.5 (Ft.) . 0.250 0.3 0.1 0.002 O 0.0 0.500 0.750 1.4 2.2 0.6 0.7 0.012 '0 0.035 O 0.0 0.0 i. 1.000 2.6 0.7 0.071 0 0.0 1.250 3.1 0.8 0.115 O 0.1 1.500 2.9 0.8 0.160 O 0.1 1.750 2.8 0.8 0.202 0. 0.1 2.000 3.0 0.9 0.244 O 0.1 2.250 3.4 0.9 0.292 O 0.1 ?.500 3.6 1.0 0.345 O 0.2 �.. ..750 3.8 1.1 0.400 O 0.2 3.000 4.3 1.1 0.462 O 0.2 3.250 4.5 1.2 0.529 O 0.3 .: 3.500 4.6 1.3 0.598 O 0.3 3.750 4.6 1.3 0.666 O 0.3 4.000 4.8 1.4 0.735 O 0.4 4.250 5.3 1.5 0.809 O 0.4 4.500 5.6 1.6 0.890 O 0.4 4.750 6.2 1.7 0.978 O 0.5 5.000 6.5 1.8 1.074 O 0.5 5.250 6.7 1.9 1.173 O 0.6 5.500 6.2 2.0 1.267 O 0.6 5.750 6.6 2.1 1.357 O 0.7 6.000 7.1 2.2' 1.455 OI 0.7. 6.250 7.5 2.3 1.559 OI 0.7 8.0 2.4 1.671 OI 0.8 '6.500 .:6.750 8.4 2.5 1.789 OI 0.9 7.000 9.0 2.7 1.915 OI 0.9 7.250 7.500 9.4 10.2 2.8 3.0 2.048 OI 2.190 OI 1.0 1.0 _.: 7.750 12.0 3.1 2.357 OI 1.1 8.000 14.8 3.4 2.567 O I 1.2. 8.250 23.8 3.7 2.893 O I 1.4 8.500 35.8 4.3 3.425 O I 1.6 8.750 42.6 5.0 4.138 O I 2.0 51.8 6.0 4.999 O I 2.4 '.000 9.250 63.5 7.1 6.056 O I 2.9 9.500 78.4 8.5 7.361 O I 3.5 9.750 90.5 10.1 8.914 O I 4.2 ' 10.000 101.9 12.0 10.673 0 I 5.1 10.250 99.9 14.0 12.489 0 I 5.9 1 72.6 15:5 13.967 0 I 6.6 10.750 72.3 16.8 15.131 0 I 7.2 11.000 92.4 18.2 16.471 0 I 7.8 .250 97.9 19.9 18.043 0 I 8.6 96.9 21.6 19.626 0 I 9.3 '1.500 ;11.750 94.5 23.1 21.141 0 I 10.0 ''•'12.000 88.0 23.7 22.542 O I 10.1 12.250 101.6 24.4 24.004 0 I 10.2 X12.500 136.7 25.2 25.952 0 I 10.3 Lr12.750 157.1 26.4 28.454 0 I 10.5 13.000 175.4 27.6 31.331 0 I 10.7 29.1 10.9 :13.500 224.5 30.7 38.305 13.750 218.4 32.4 42.228 0 I 11.4 14.000 174.4 33.9 45.601 0 I 11.6 ;14.250 167.1 35.2 48.416: 0 I 11.8 [-':14.500 178.4 36.4 51.245 0 I. 12.0 14.750 177.9 37.7 54.161 0 I 12.2 ;15.000 1 176.6 39.0 57.031 0 I 12.4 [._::15.250 171.3 40.2 59.808 0 I 12.6 15.500 164.1 41.4 62.431 0 I 12.7 15.750 151.3 42.4 64.824 0 I 12.9 ['16.000 131.5 43.3 66.860 0 I 13.0 16.250 104.7 44.0 68.397 O I 13.1 116.750 46.1 44.3 69.043 0 13.2 116.500 24.7 44.2 68.860 I 0 13.2 ``'17.000 14.6 44.0 68.355 I 0 13.1 17.250 9.4 43.7 67.699 I 0 13.1 '7.500 7.2 43.4 66.971 1 0 13.0 .750 5.8 43.0 66.213 I 0 13.0 18•.000 5.0 42.7 65.440 I 0 12.9 +18.250 3.9 42.3 64.653 I: 0 12.9 18.500 3.8 42.0 63.863 I 0 12.8 a 18.750 3.6 41.6 63.076 I 0 12.8 3.0 41.3 62.288 I 0 12.7 119.000 19.250 2.5 40.9 61.496 I O 12.7 19.500 2.9 40.6 60.710 I O 12.6 19.750 20.000 3.3 2.8 40.3 39.9 59.938 59.173 I I 0 0 12.6 12.5 20.250 2.4 39.6 58.406 I 0 12.5 20.500 2.7 39.2 57.644 I .0 12.4 1 20.750 2.8 38.9, 56.893 I 0 12.4 2.6 38.6 56.148 I O 12.3 21.250 2.3 38.2 55.405 I 0 12.3 2.5 37.9 54.668 I 0 12.2 ,21.500 .21.750 2.3 37.6 53.937 I 0 12.2 '22.000 2.4 37.3 53.212 I 0 12.1 22.250 2.3 37.0 52.494 I 0 12.1 22.500 2.4 36..7 51.782 I 0 12.0 ,22.750 2.1 36.3 51.075 I 0 12.0 23.000 2.0 36.0 50.369 I 0 11.9 1.9 35.7 49.669 I 0 11.9 1123.250 23.500 1.9 35.4 48.973 I 0 11.9 23.750 1.9 35.1 48.284 I 0 11.8 •.000 1.9 34.8 47.601. I 0 11.8 4.250 1.6 34.5 46.920 I O 11.7 24.500 0.6 34.2 46.233 I 0 11.7 24.750 0.3 33.9 45.540 I 0 11.6 25.000 0.2 33.6 44.848 I 0 11.6 29.000 0.0 29.0 34.521 I O 10.9 29.250 0.0 28.8 33:924 I 0 10.9 '-29.500 0.0 28.5 33.332 I 0 10.8 29.750 0.0 28.2 32.746 I 0 0 25.250 0'.1 33.3 44.159 I 0 32.165 I 0 I 11..5 25.500 25.750 0.1 0.0 33.0 32.7 43.476 42.799 I I 0 0 I 0 21.113 I 11.5 11.4 26.000 0.0 32.4 42.127 I 0 0 0 22.7 20.640 I 11.4 .250 0.0 32.1 41.461 I 0 0.0 22.2 20.177 10.6 11.4 X6.500 0.0 31.8 40.801 I 0 0.0 21.7 10.6 31.500 11.3 :26.750 0.0 31.5 40.147 I 0 0.0 10.5 31.750 0.0 11.3 L-;27.000 0.0 31.2 39.499 I 0 10.5 x•'32.000 0.0 26.0 11.2 27.250 - 0.0 30.9 38.856 I 0 0.0 0.0 25.8 27.168 11.2 t '. 27.500 0.0 30.7 38.220 I 0 0.0 25.6 26.638 I 11.1 &.;:27.750 0.0 30.4 37.589 I 0 25.3 26.112 I 0 11.1 28.000 0.0 30.1 36.964 I 0 25.592 I 0 I 11.1 '28.250 0.0 29.8 36.345 I 0 I 0 16.437 I 11.0 28,.500 0.0 29.6 35.732 I 0 0 11.0 i 28.750 0.0 29.3 35.123 I 0 10.2 10.9 29.000 0.0 29.0 34.521 I O 10.9 29.250 0.0 28.8 33:924 I 0 10.9 '-29.500 0.0 28.5 33.332 I 0 10.8 29.750 0.0 28.2 32.746 I 0 0 7.1 10.8 30.000 t 0.0 28.0 32.165 I 0 I 0 0.0 10.7 x_130.250 0.0 27.7 31.589 I 0 21.113 I 0 10.7 30.500 .30.750 0.0' 0.0 27.5 27.2 31.019 30.454 I I 0 0 22.7 20.640 I 10.7 10.6 31.000 0.0 27.0 29.893 I 0 0.0 22.2 20.177 10.6 31.250 0.0 26.7 29.338 I 0 36:000 0.0 21.7 10.6 31.500 0.0 26.5 28.788 I 0 36.250 0.0 10.5 31.750 0.0 26.3 28.243 I 0 9.2 10.5 x•'32.000 0.0 26.0 27.703 I 0 9.0 ,36.500 10.4 0.0 0.0 25.8 27.168 I 0 8.8 10.4 �32.250 `-, ?.500 0.0 25.6 26.638 I 0 10.4 -750 0.0 25.3 26.112 I 0 0 0 10.3 33.000 0.0 25.1 25.592 I 0 I 0 10.3 33.250 0.0 24.9 25.076 I 0 16.437 I 0 10.3 33.500 0.0 24.6 24.564 I 0 10.2 33.750 0.0 24.4 24.058 I 0 10.2 34.000 0.0 24.2 23.555 I 0 10.2 34.250 0.0 24.0 23.058 I 0 10.1 34.500 0.0 23.8 22.565 I 0 10.1 38.250 0.0 17.8 16.066 I 0 7.6 38.500 0.0 17.4 15.703 I 0 7.5 38.750 0.0 17.0 15.347 I 0 7.3 34 -.750 0.0 23.5 22.076 I 0 7.1 .,9.250 10.1 16.3 35.000 0.0 23.3 21.592 I 0 0.0 15.9 14.327 10.0 0 35.250 0.0 23.1 21.113 I 0 I 0 6.7 10.0 40.000 3.5.500 0.0 22.7 20.640 I 0 9.8 35.750 0.0 22.2 20.177 I 0 9.6 36:000 0.0 21.7 19.724 I 0 9.4 36.250 0.0 21.2 19.280 I 0 9.2 0:0 20.8 18.847 I 0 9.0 ,36.500 .36.750 0.0 20.3 18.423 I 0 8.8 37.000 0.0 19.9 18.008 I 0 8.6 37.250 37.500 0.0 0.0 19.4 19.0 17.602 17.205 I I 0 0 8.4 8.2 37.750 0.0 18.,6 16.817 I 0 8.0 38.000 0.0 18.2 16.437 I 0 7.8 38.250 0.0 17.8 16.066 I 0 7.6 38.500 0.0 17.4 15.703 I 0 7.5 38.750 0.0 17.0 15.347 I 0 7.3 .000 0.0 16.6 14.999 I 0 7.1 .,9.250 0.0 16.3 14.659 I 0 7.0 39.500 0.0 15.9 14.327 I 0 6.8 39.750 0.0 15.6 14.001 I 0 6.7 ' 40.000 0.0 15.2 13.683 I 0 6.5 X1.500 0.0 13.3 11.914 IO 5.7 :41.750 0.0 13.1 11.641 IO 5.5 42.000 0.0 12.8 - 11.374 IO 5.4 0.0 12.5 11.113 IO IO 1.7 j4.250 40-.250 0.0 14.9 13.372 I 0 6.4 IO 40.500 0.0 14.6 13.067 I 0 6.2 0.0 40.750 0.0 14.3 12.769 I 0 6.1 '.55.000 41.000 0.0 14.0 12.478 IO 5.9 0.0 .250 0.0 13.6 12.193 IO 5.8 X1.500 0.0 13.3 11.914 IO 5.7 :41.750 0.0 13.1 11.641 IO 5.5 42.000 0.0 12.8 - 11.374 IO 5.4 46.500 0.0 8.6 7.454 IO 3.5 '46.750 0.0 8.4 7.278 IO 3.5 `47.000 0.0 8.2 7.106 IO 3.4 0.0 12.5 11.113 IO IO 1.7 j4.250 0.0 5.3 17542.250 42:500 0.0 12.2 10.858 IO 6.774 IO 3.381 0 5.2 m,42.750 0.0 12.0 10.608 IO 7.7 6.614 IO '.55.000 5.0 43.000 0.0 11.7 10.364 IO 0.0 7.5 6.457 IO 4.9 43.250 0.0 11.4 10.125 IO 0 0.0 7.4 6.303 4.8 '43.500 0.0 11.2 9.891 IO 0 48.500 0.0 7.2 4.7 1, 43.750 0.0 10.9 9.662 IO 2.9 ` 48.750 0.0 4.6 6.005 0.0 10.7 9.439 IO 2.9 49.000 4.5 '44.000 ,44.250 0.0 10.5 9.220 IO 2.8 4.4 '44.500 0.0 10.2 9.006 IO 2.7 4.3 44.750 0.0 10.0 8.797 IO 4.2 45.000 0.0 9.8. 8.592 IO 0 0 4.1 ,::.;45.250 0.0 9.6 8.391 IO 5.188 0 4.0 45.500 0.0 9.4 8.195 IO 3.9 45.750 0.0 9.2 8.004 IO 0.0 6.0 5.062 0 3.8 46.000 0.0 9.0 7.816 IO 3.7 46.250 0.0. 8.8 7.633 IO 3.6 46.500 0.0 8.6 7.454 IO 3.5 '46.750 0.0 8.4 7.278 IO 3.5 `47.000 0.0 8.2 7.106 IO 3.4 '50.750 0.0 5.9 4.938 0 2.4 51.000 0.0 5.8 4..818 0 2.3 i "51.250 0.0 5.6 4.700 0 1 2.2 47.250 0.0 8.0 6.939 IO 1.7 j4.250 0.0 2.2 3.3 51.750 7.500 0.0 7.9 6.774 IO 3.381 0 2.1 1.6 3.2 0.0 .750 0.0 7.7 6.614 IO '.55.000 2.1 4.1 52.250 3.1 5.2 48.000 0.0 7.5 6.457 IO 2.0 52.500 0.0 3.1 1-48.250 0 0.0 7.4 6.303 IO .''.52.750 0.0 4.9 3.0 0 48.500 0.0 7.2 6.152 IO 53.000 0.0 4.8 3.943 2.9 ` 48.750 0.0 7.0 6.005 IO 2.9 49.000 0.0 6.9 5.861 0 2.8 49.250 0.0 6.7 5.721 0 2.7 49.500 0.0 6.6 5.583 0 2.7 4 50.000 0.0 0.0 6.4 6.3 5.448 5.317 0 0 2.6 2.5 7:150.250 0.0 6.2 5.188 0 2.5 50.500 0.0 6.0 5.062 0 2.4 '50.750 0.0 5.9 4.938 0 2.4 51.000 0.0 5.8 4..818 0 2.3 i "51.250 0.0 5.6 4.700 0 1 2.2 53.250 0.0 4.7 3.844 0 1.8 .53.500 0.0 4.6 3.747 0 1.8 53.750 0.0 4.5 3.653 0 1.7 .000 0.0 0.0 5.5 4.584 0 1.7 j4.250 0.0 2.2 '51.500 51.750 0.0 5.4 4.472 0 4.2 3.381 0 2.1 1.6 52.000 0.0 5.3 4.361 0 1.6 '.55.000 2.1 4.1 52.250 0.0 5.2 4.253 0 2.0 52.500 0.0 5.1 4.148 0 2.0 .''.52.750 0.0 4.9 4.044 0 1.9 53.000 0.0 4.8 3.943 0 1.9 53.250 0.0 4.7 3.844 0 1.8 .53.500 0.0 4.6 3.747 0 1.8 53.750 0.0 4.5 3.653 0 1.7 .000 0.0 4.4 3.560 0 1.7 j4.250 0.0 4.3 3.470 0 1.7 54.500 0.0 4.2 3.381 0 1.6 54.750 0.0 4.1 3.295 0 1.6 '.55.000 0.0 4.1 3.210 0 1.5 55 .250 0.0 -4.0 3.127 0 1.5 55.500 0.0 3.9 3.046 0 1.5 55.750 0.0 3.8 2.967 0 1.4 X56.000 0.0 3.7 2.889 0 1.4 '.250 0.0 3.6 2.813 0 1.3 j6.500 0.0 3.6 2.739 0 1.3 :56.750 0.0 3.5 2.666 0 1.3 "'57.000 0.0 3.4 2.595 0 1.2 57.250 0.0 3.3 2.526 0 1.2 57.500 0.0 3.3 2.458 0 1.2 .. <57.750 0.0 3.2 2.391 0 1.1 58.000 0.0 3.1 2.326 0 1.1 0.0 3.0 2.263 0 1.1 k,58.250 58. 500 0.0 3.0 2.200 0 .1.1 58.750 0.0 2.9 2.140 0 1.0 59.000 0.0 2.8 2.080 0 1.0 t 59.250 0.0 2.8 2.022. 0 1.0 `59.500 0.0 2.7 1.965 0 0.9 59.750 0.0 2.7 1.909 0 0.9 .60.000 0.0 2.6 1.855 0 0.9 ;60.250 0.0 2.6 1.801 0 0.9 60.500 0.0 2.5 1.749 0 0.8 60.750 0.0 2.4 1.698 0 0.8 :61.000 0.0 2.4 1.648 0 0.8 61.250 0.0 2.3 1.599 0 0.8 0.0 2.3 1.552 0 0.7 '61.500 61.750 0.0 2.2 1.505 0 0.7 -:62.000 0.0 2.2 1.459 0' 0.7 62.250 0.0 2.1 1.414 0 0.7 ' ?.500 0.0 2.1 1.371 0 0.7 r, ..750 0.0 2.0 1.328 0 0.6 63.000 0.0 2.0 1.286 0 0.6 63.250 0.0 2.0 1.245 0 0.6 63.500 0.0 1.9 1.205 0 0.6 °63.750 0.0 1.9 1.166 0 0.6 0.0 1.8 1.128 0 0.5 '64.000 64.250 0.0 1.8 1.090 0 0.5 64.500 0.0 1.8 1.054 O 0.5 64.750 65.000 0.0 0.0 1.7 1.7 14018 0.983 0 0 0.5 0.5 65.250 0.0 1.6 0.948 0 0.5 65.500 0.0 1.6 0.915 0 0.4 165.750 0.0 1.6 0.882 0 0.4 66.000 0.0 1.5 0.850 0 0.4 "166.250 0.0 1.5 0.819 0 0.4 0.0 1.5 0.788 0 0.4 166.500 :66.750 0.0 1.4 0.758 0 0.4 67.000 0.0 1.4 0.728 0 0.4 67.250 0.0 1.4 0.700 0 0.3 67:500 0.0 1.3 0.672 '0 0.3 67.750 0.0 1.3 0.644 0 0.3 68.000 0.0 1.3 0.617 0 0.3 0.0 1.3 0.591 0 0.3 168.250 68-.500 0.0 1.2 0.565 0 0.3 ' °68.750 0.0 1.2 0.540 0 0.3 0.0 1.2 0.515 0 0.3 '.000 u9.250 0.0 1.2 0.491 0 0.2 69.500 0.0 1.1 0.468 0 0.2 69.750 0.0 1.1 0.444 0 0.2 ' 70.000 0.0 1.1 0.422 0 0.2 1 70.250 0.0 1:1 0.400 -, O 0.2 70.500 0.0 1.0 0.378 O 0.2 70.750 0.0 1.0 0.357 O 0.2 71.000 0.0 1.0 0.336 O 0.2 .250 0.0 1.0 0.316 O 0.2 11.500 0.0 0.9 0.297 O 0.1 71.750 0.0 0.9 0.277 O 0.1 '72.000 0.0 0.9 0.258 O 0.1 72.250 0.0 0.9 0.240 O 0.1 72.500 0.0 0.9 0.222 O 0.1 \..472.750 0.0 0.8 0.204 O 0.1 73.000 0.0 0.8 0.187 '0 0.1 `73.250 0.0 0.8 0.170 O 0.1 1,.1'.73.500 0.0 0.8 0.153 O 0.1 73.750 0.0 0.8 0.137 O 0.1 1:74.000 0.0 0.8 0.121 O 0.1 74.250 0..0 0.7 0.106 O 0.1 `'74.500 0.0 0.7 0.090 O 0.0 74.750 0.0 0.7 0.076 O 0.0 :75.000 0.0 0.7 0.061 O 0.0 75.250 0.0 0.7 0.047 O 0.0 75.500 0.0 0.7 0.033 O 0.0 ,75.750 0.0 0.7 0.019 O 0.0 C.76.000 0.0 0.5 0.008. O 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 304 ` Time interval = 15.0 (Min.) Maximum /Peak flow rate = 44.3.(CFS) t Total volume = 90.27 (Ac.Ft) :- Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 .0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1 N 0OOF� N � --------'----'----�--'-------------- --_----__ PpPP� N * LO 03 Oj LO Lo Lr Ln ru Lu CID LO 00 m m LO LO LLJ 0 1?— 0) 2 ul In LO lcu ILD 03 pl- CU x nj Lo LD cu CID rr Lr) cu Ln Cu Lc: Ln Lo loo 0 Lf � �� 1�. I, 4 - ! 1. V, DETERMINATION OF STARTING W.S.E. FOR LINES "H" AND "I". ' (ON -SITE PONDING ANALYSIS) 1. Summary of Ponding Analysis �;. 2. Table of Outflow. vs. Depth h3. 'Basin Volume Calculation Sheet 1; 4. Adjustment to Basin Volume Calculations ` • !. 5. 100- YR/3 -HR Hydrograph for Areas "A ", "B ", "C ", "F ", "H ", and "I" 1 6. "I" 100- YR/6 Hydrograph for Areas "A ", "B ", "C ", "F ", "H", -HR and 7. 100- YR/3 -HR 2" Percolation Routing Analysis 8. 100- YR/6 -HR 2" Percolation Routing Analysis �i ,t SI 30454.00-9651 �J -JR i J 100 YR 3 -HR 100 YR 6-HR 100 YR 24-HR 30454.02- 9652 -JA SUMMARY DETERMINATION OF STAR77NG W. S. E. (ON -SITE PONDING ANALYSIS) Q (CFS) MAX DEPTH (2 ` PERC. ) 2574.78 18.3 2203.39 18.8 `1013.45. 21.6 OUTFLOW IN CFS FOR PERCOLATION RATE OF TWO (2) INCHES PER HOUR GROSS LAKE NET (1) 2" ELEY AREA AREA AREA OUTFLOW (AC.) (AC.) (AC.) (CFS) 0 2.52 2.23 0.29 0.58 2 .3.22 2.23 0.99 2.00 4 5.22 2.65 2.57 5.18 6 706 2.65 4.41 8.89 8 11.14 4.58. 6.56 13.23 10 14.91 4.58 10.33 20.83 12 19.41 4.58 14.83 29.91 14 24.60 4.58 20.02 40.37 16 2740 4.58 22.82 46.02 18 32.17 4.58 2Z59 55.64 20 34.62 4.58 30.04 60.54 22 39.08 4.58 34.50 69.58 NOTE.• X1%2 INx 1 HR x 1 FT x 43.560 F7'2 = 2.0167 CF,F HR 3,600 SEC 12 IN 1 AC AC 30454.02- 9322 -JR BASIN VOLUME CALCULATION SHEET Vol. _ (A1 + A2 + I A2) 30454.02- 9321 -JR 3 Ey h AREA INC. VOL TOTAL VOL. (FT.) (FF.) (AC.) (AC -F'!) (AC-Fl) 0 2.52 0.00 2 5.73 2 3.22 5: 73 2 8.36 4 5.22 14.09 2 12.23 6 7.06 26.32 2 18.05 8 11.14 44.37 2 25.96 10 14.91 70.33 2 34.22 12 19.41 104.55 2 43.91 14 24.60 148.46 2 51.97 16 27.40 200.43 2 59.51 18 32.17 259.94 2 66.77 - 20 34.62 326.71 2 73.65 22 39.08 400.36 30454.02- 9321 -JR ADJUSTMENT TO BASIN VOLUME CALCULATIONS THE QUARRY AT LA QUINTA TOTAL ADJUSTED VOLUME (AC -F1) FIEZ VOL. 1 YR (AGFI) 0 0.00 0.00 2 5.73 0.15 4 14.09 8.51 6 26.32 20.74 8 44.37 38.79 10 70.33 64.75 12 104.55 98.97 14 148.46 142.88 16 200.43 1.94.85 18 259.94 254.36 20 326.71 321.13 22 400.36 .394.78 NOTE.' Volume adjusted for debris loads generated from areas MIN and "H' (9, 001 CY, for the 100 -year, storm event). 30454.02- 9653 -7R Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/20/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ -----------------------------=------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 / 3 -HR HYDROGRAPH FOR AREAS "A", "B ", "C", "F", "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 2005.00 Acres = 3.133 Sq. Mi. Length along longest watercourse = 1i100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = 2.102 Mi. Length along longest watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. 2.190 (In.) Slope along watercourse = 815.7838 Ft. /Mi. Average Manning's 'N' = 0.036 Areal adjustment Lag time = 0.321 Hr. % U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1992, Version 2.4 Study date 04/20/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ -----------------------------=------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 / 3 -HR HYDROGRAPH FOR AREAS "A", "B ", "C", "F", "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 2005.00 Acres = 3.133 Sq. Mi. Length along longest watercourse = 1i100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = 2.102 Mi. Length along longest watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. 2.190 (In.) Slope along watercourse = 815.7838 Ft. /Mi. Average Manning's 'N' = 0.036 Areal adjustment Lag time = 0.321 Hr. % Lag time = 19.26 Min. ' Adjusted 25% of lag time = 4.82 Min. point rain = 2.171-(In.) 40% of lag time = 7.70 Min. Unit time = 5.00 Min. Inf il. rate Impervious Duration of storm = 3 Hour(s) Rate. Area% F Area rainfall data: Area(Acres)[1] Rainfall(In.)[2] Weighting[1 *2] 2005.00 2.19 4390.95 Point rain (area averaged) = 2.190 (In.) Areal adjustment factor = 99.12 % ' Adjusted average point rain = 2.171-(In.) RI Inf il. rate Impervious Adj. Infil. Rate. Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) I 93.0 0.091 0.300 0.066 0.733 0.049 78.0 0.268 0.100 0.244 0.129 0.031 33.0 0.733 0.000 0.733 0.111. 0.081 ' 32.0 0.742 0.500 0.408 0.027 0.011 Sum (F) = 0.172 Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate (In /Hr) = 0.086 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 1 --------------------------------------------------------------------- y U n i t H d r o g r a p h ' Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective `. (Hr.) Percent (in. /hr.) Max. Low (in. /hr.) 1 2 Desert S -Curve 1.30 1.30 ,. -------------------------------------------------------------------- 0.17 0.17 Unit Hydrograph Data 3 0.25 Unit time period (hrs) Time % of lag Distribution Graph Unit Hydrograph cfs- hrs /in 4 0.33 1.50 ,% - - - - -- ------------------- 0.22 ------------------------------------------- 1 0.083 25.957 1.423 28.7 0.172 ___ 2 0.167 51.914 5.607 113.3 0.469 3 0.250 77.872 14.723 297.5 1.50 4 0.333 103.829 21.972 444.0 0.67 5 0.417 129.786 14.201 286.9 9 6 0.500 155.743 8.594 173.7 7 0.583 181.701 6.169 124.7 0.22 8 9 0.667 0.750 207.658 233.615 4.672 3.629 94.4 73.3 0.172 - -- 0.172 - -- 10 0.833 259.572 2.921 59.0 0.573 11 0.917 285.530 2.520 50.9 2.20 12 1.000 311.487 2.099 42.4 1.25 13 1.083 337.444 1.626 32.9 16 14 1.167 363.401 1.440 29.1 15 1.250 389.359 1.254 25.3 16 1.333 415.316 1.107 22.4 17 1.417 441.273 0 :904 18.3 18 1.500 467.230 0.837 16.9 19 1.583 493.188 0.687 13.9 20 1.667 519.145 0.618 12.5 21 1.750 545.102 0.474 9.6 22 1.833 571.059 0.399 8.1 23 1.917 597.016 0.263 5.3 24 2.000 622.974 0.280 5.7 25 2.083 648.931 0.311 6.3 26 2.167 674:888 0.311 6.3 27 2.250 700.845 0.311 6.3 ,. 28 29 2.333 2.417 726.803 752.760 0.232 0.162 4.7 3.3 30 2.500 778.717 0.162 3'.3 31 2.583 804;674 0.089 1.8 -------------------------------------------------------------- Sum 10000 100.00 Sum= Sum 2020 ' Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective `. (Hr.) Percent (in. /hr.) Max. Low (in. /hr.) 1 2 0.08 0.17 1.30 1.30 0.339 0.339 0.172 - -- 0.172 - -- 0.17 0.17 3 0.25 1.10 0.287 0.172 - -- 0.11 4 0.33 1.50 0.391 0.172 - -- 0.22 5 0.42 1.50 0.391 0.172 ___ 0.22. 6 0.50 1.80 0.469 0.172 0.30 7• 0.58 1.50 0.391 0.172 - -- 0.22 8 0.67 1.80 0.469 0.172 0.30 9 0.75 1.80 .0.469 ___ 0.172 0.30 10 0.83 1.50 0.391 0.172 - -- 0.22 .1 12 0.92 1.00 1.60 1.80 0.417 0.469 0.172 - -- 0.172 - -- 0.24 0.30 13 1.08 2.20 0.573 0.172 - -- 0.40 14 1.17 2.20 0.573 0.172 - -- 0.40 15 1.25 2.20 0.573 0.172 ___ 0.40 16 1:33 2:00 0.521 0.172 0.35 17 1.42 2.60 0.677 0.172 - -- 0.50 18 1.50 2.70 0.703 0.172 - -- 0.53 19 1.58 2.40 0.625 0.172 - -- 0.45 ?0 1.67 2.70 0.703 0.172 - -- 0.53 1 1.75 3.30 0.860 0.172 - -- 0.69 22 1.83 3.10 0.808 0.172 - -- 0.64 23 1.92 2.90 0.755 0.172 - -- 0.58 24 2.00 3.00 0.781 0.172 - -- 0.61 2.08 3.10 0.808 0.172 - -- 0.64 ,25 26 2.17 4.20 1.094 0.172 - -- 0.92 =27 2.25 5.00 1.302 0.172 - -- 1.13 28 2.33 3..50 0.912 0.172 - -- 0.74 X29 2.42 6.80 1.771 0.172 - -- 1.60 ?30 2.50 7.30 1.902 0.172 - -- 1.73 31 2.58 8.20 2.136 0.172 - -- 1.96 32 2.67 5.90 1.537 0.172 ___ 1.36 33 2.75 2.00 0.521 0.172 0.35 34 2.83. 1.80 0.469 0.172 - -- 0.30 35 2.92 1.80 0.469 0.172 - -- 0.30 j36 3.00 0.60 0.156 0.172 0.141 0.02 1 +20 Sum = 100.0 V Q Sum = 19.9 Flood volume = Effective rainfall 39.3393 1.66 (in.) V Q times area 2005.0 (Ac.) /12 = 276.7 Acre Feet +30 t Total soil loss = 0.51 (In.) Total soil loss = 85.971 Acre Feet V IQ Total rainfall = 2.17(In.) Flood volume = Effective rainfall 1.66 (in.) times area 2005.0000 (Ac.) times 43560/12 = 12054438.8 Cubic Feet Total soil loss = 3744893.5 Cubic Feet -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ r 3 - H O U R S T O R M R u n o f'f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) ,------------------------------------------------------------ Q(CFS) 0 650.0 1300.0 1950.0 2600.0 :.----------------------------------------------------------------------- 0+ 5 0 +10 0.0329 0.1956 4.78 23.62 Q Q 0 +15 0.6885 71.58 VQ 0 +20 1.6698 142.48 V Q 0 +25 2.9542 186.49 V Q 0 +30 4.5070 225.48 V Q 0 +35 6.4638 284.12 V Q 0 +40 8.7868 337.31 V Q 0 +45 11.4136 381.40 V Q -' 0 +50 14.2236 408.02 V Q 0 +55 1+ 0 17.2555 20.3660 440.23 451.65 V V Q Q _.r 1+ 5 23.4912 453.77 V Q 1 +10 26.8399 486.24 V Q 1 +15 30.6103 547.46 V Q 1 +20 34.8298 612.68 V Q 1 +25 39.3393 654.78 V Q +30 44.0678 686.58 V Q '1 1 +35 49.1130 732.56 V IQ 1 2 +35 2 +40 148.1148 163.9835 1903.58 2304.14 Q 1 +40 54.6552 804.73 V Q ' 1 +45 1 +50 60.5478 66.7436 855.60 899.63 V v Q Q 1 +55 73.4895 979.51 V Q 2194.66 2+ 0 80.7822 1058.90 3+ 0 V Q 1689.72 2+ 5 88.2903 1090.17 3+ 5 v Q 1347.53 2 +10 95.9672 1114.69 V Q 242.8954 2 +15 104.1077 1182.00 V Q 3 +15 248.6128 2 +20 113.1265 1309.53 V 253.1343 656.53 2 +25 123.4591 1500.29 V 256.8336 2 +30 135.0047 1676.42 V' Z 2 +35 2 +40 148.1148 163.9835 1903.58 2304.14 Q Q 2 +45 181.7161 2574.78 Q 2 +50 199.4167 2570.12 v 2 +55 214.5314 2194.66 V 3+ 0 226.1686 1689.72 3+ 5 235.4491 1347.53 3 +10 242.8954 1081.20 3 +15 248.6128 830.16 3 +20 253.1343 656.53 3 +25 256.8336 537.13 Q 1 3 +30 259.9085 446.48 Q 3 +35 262.4748 372.64 Q 3 +40 264.6535 316.33 Q �. 3 +45 266.5222 271.35 Q 3 +50 268.1276 233.09 Q 3 +55 269.4956 198.64 Q 4+ 0 270.6675 170.16 Q 4+ 5 271.6640 144.69 Q t' 4 +10 272.5129 123.25 Q ,. 4 +15 4 +20 273.2230 273.8188 103.11 86.51 Q Q 4 +25 274.3279 73.92 Q 4 +30 274.7757 65.03 Q L4 +35 275.1864 59.63 Q 4 +40 275.5527 53.19 Q 4 +45 275.8580 44.33 Q 4 +50 276.1049 35.86 Q 4 +55 276.2936 27.40 Q 5+ 0 276.4278 19.49 Q 5 276.5140 12..51 Q '5+ 5 +10 276.5557 6.06 Q 5 +15 276.5739 2.65 Q 5 +20 276.5847 1.56 Q 5 +25 276.5887 0.59 Q -------------------------------------------- 5 +30 276.5889 0.03 Q Z F Q Q Q Q Q v Q v v V F 6 vvQ V v v v V v V v v v V V v V V V V V V V V V V v V V V V Q Q Q Q 6 vvQ V v v v V v V v v v V V v V V V V V V V V V V v V V V V 1 t 11 U n i t H y d r o g r a p h A n a 1 y s i sJ Copyright (c) CIVILCADD /CIVILDESIGN, 1992, *Version 2.4 Study date 04/20/93 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ --=--------------------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 The Kieth Companies, Moreno Valley Office - SIN 538 --------------------------------------------------------------------- 100 / 6 -HR HYDROGRAPH FOR AREAS "A", "B", "C", "F!', "H" & "I" DEVELOPED CONDITIONS QUARRY AT LA QUINTA -------------------------------------------------------------------- Drainage Area = 2005.00 Acres =. 3.133 Sq. Mi. Length along longest watercourse = 11100.00 Ft. Length along longest watercourse measured to centroid = 5300.00 Ft. Length along longest watercourse = 2.102 Mi. Length along longest watercourse measured to centroid = 1.004 Mi. Difference in elevation = 1715.00 Ft. 5634.05 Slope along watercourse = 815.7838 Ft. /Mi. ' Average Manning's 'N' = 0.036 Lag time = 0.321 Hr. Lag time = 19.26 Min. averaged) = 2.810 (In.). 25% of lag time = 4.82 Min. 40% of lag time = 7.70 Min. factor = 99.31 % Unit time = 5.00 Min. Duration of storm = 6 Hour(s) point rain = 2.791 (In.) Area rainfall data: Area Acres 1 Rainfall In. 2 Wei htin 1 *2 2005.00 2.81 5634.05 ' Point rain (area averaged) = 2.810 (In.). Areal adjustment factor = 99.31 % Adjusted average point rain = 2.791 (In.) ' RI Infil. rate Impervious Adj. Infil. Rate. Area% F (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) ' 93.0 0.091 78.0 0.268 0.300 0.100 0.066 0.244 0.733 0.129 0.049 0.031 33.0 0.733 0.000 0.733 0.111 0.081 32.0 .0.742 0.500 0.408 0.027 0.011 Sum (F) = 0.172 Area averaged mean soil loss (F) (In /Hr) = 0.172 Minimum soil loss rate (In /Hr) = 0.086 (for 24 hour storm duration) ' Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.900 U n i t H y d r o g r a p.h Desert S -Curve --------------=----------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph 1 ---- (hrs) --------------------------- Graph - --------------- in ---- - - - - -- 1 0.083 25.957 1.423 28..7 2 0.167 51.914 5.607 113.3 3 0.250 77.872 14.723 297.5 s! 4 0.333 103.829 21.972 444.0 5 6 0.417 0.500 129.786 155.743 14.201 8.594 286.9' 173.7 7 0.583 181.701 6.169 124.7 8 0.667 207.658 4.672 94.4 9 0.750. 233.615 3.629 73.3 10 0.833 259.572 2.921 59.0 ' 11 0.917 285.530 2.520 50.9 12 1.000 311.487 2.099 42.4 ��. 13 1.083 337.444 1.626 32.9 14 1.167 363.401 1.440 29.1 15 1.250 389.359 1.254 25.3 16 1.333 415.316 1.107 22.4 17 1.417 441.273 0.904 18.3 18 1.500 467.230 0.837 16.9 19 1.583 493.188 0.687 13.9 20 1.667 519.145 0.618 12.5 21 1.750 545.102 0.474 9.6 22 1.833 571.059 0.399 8.1 �I 23 1.917 597.016 0.263 5.3 24 2.000 622.974 0.280 5.7 25 26 2.083 2.167 648.931 674.888 0.311 0.311 6.3 6.3 27 2.250 700..845 0.311 6.3 28 2.333 726.803 0.232 4.7 29 2.417 752.760 0.162 3.3 30 2.500 778.717 0.162 3.3 31 2.583 804.674 0.089 1.8 ------------------ - - - - -- Sum --_ 100.00 Sum= 2020.7 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in. /hr.) Max - Low (in. /hr.) 1 0.08 0.50 0.167 0.172 0.151 0.02 2 0.17 0.60 0.201 0.172 - -- 6.03 3 0.25 0.60 0.201 0.172 0.03 4 0.33 0.60 0.201 0.172 ___ 0.03 5 0.42 0.60 0.201 0.172 ___ 0.03 6 0.50 0.70 0.234 0.172 0.06 _j 7 0.58 0.70 0.234 0.172 - -- 0.06 8 0.67 0.70 0.234 0.172 - -- 0.06 9 0.75 0.70 0.234 0.172 - -- 0.06 10 0.83 0.70 0.234 0.172 - -- 0.06 J 1 0.92 0.70 0.234 0.172 - -- 0.06 1.00 0.80 0.268 0.172 0.10 '12 13 1.08 0.80 0.268 0.172 ___ 0.10 -� 14 1.17 0.80 0.268 0.172 - -- 0.10 15 16 1.25 1:33 0.80 0.80 0.268 0.268 0.172 0.172 ___ 0.10 0.10 _9 1.42 0.80 0.268 1.50 0.80 0.268 1.58 0.80 0.268 1.67 0.80 0.268 1.75 0.80 0.268 1.83' 0.80 0.268 1.92 0.80 0.268 2.00 0.90 0.301 2.08 0.80 0.268 2.17 0.90 0.301 2.25 0.90 0.301 2.33 0.90 0.301 2.42 0.90 0.301 2.50 0.90 0.301 2.58 0.90 0.301 2.67 0.90 0.301 2.75 1.00 0.335 2.83 1.00 0.335 2.92 1.00 0.335 3.00 1.00 0.335 3.08 1.00 0.335 3.17 1.10 0.368 3.25 1.10 0.368 3.33 1.10' 0.368 3.42 1.20 0.402 3.50 1.30 0.435 3.58 1.40 0.469 3.67 1.40 0.469 3.75 1.50 0.502 3.83 1.50 0.502 3.92 1.60 0..536 4.00 1.60 0.536 4.08 1.70 0.569 4.17 1.80 0.603 4.25 1.90 0.636 4.33 2.00 0.670 4.42 2..10 0.703 4.50 2.10 0.703 4.58 2.20 0.737 4.67 2.30 0.770 0 4.75 2.40 0.804 0 4.83 2.40 0.804 0 4.92 2.50 0.837 0 5.00 2.60 0.871 0 5.08 3.10 1.038 0 5.17 3.60 1.206 0 5.25 3.90 1.306 0 5.33 4.20 1.406 0 5.42 4.70 1.574 0 5.50 5.60 1.875 0 5.58 1.90 0.636 0 5.67 0.90 0.301 0 5.75 0.60 0.201 0 .5.83 0.50 0.167 0 5.92 0.30 0.100 0 6.00 -0.20 0-.067 0 Sum = 100.0 Flood volume = Effective rainfall times area 2005..0 (Ac.) /12 = Total soil loss = 1.01 (In.) 0.172 - -- 0.172 - -- 0.172 - -- 0.172 -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- 0.172 - -- .172 - -- .172 - -- . 172 - -- .172 - -- .172 - -- .172 --- .172.- -- .172 - -- .172 - -- .172 - -- .172 - -- .172 .172 - -- .172 - -- .172 0.151 .172 0.090 .172 0.060 Sum = 1.78 (in.) 296.7 Acre Feet 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.13 0.10 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.16 0.16 0.16 0.16 0.16 0.20 0.20 0.20 0.23 0.26 0.30 0.30 0.33 0.33 0.36 0.36 0.40 0.43 0.46 0.50 0.53 0.53 0.56 0.60 0.63 0.63 0.66 0.70 0.87 1.03 1.13 1.23 1.40- 1.70 0.46 0.13 0.03 0.02 0.01 0.01 21.3 Total,--soil loss = 169.519 Acre Feet Total rainfall = 2.79(In.) ' Flood volume = Effective rainfall 1.78 (in.) times area 2005.0000 (Ac.) times 43560/12 = 12926416.0 Cubic Feet Total -soil -loss --------------------------------------------- ------- 7384229_2 -Cubic -Feet -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h _7" -------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) ,. -------------------------------------------------------------------- Time(h +m) Volume(AF) ---------------------=------------------------------------------------- Q(CFS) 0 575.0 1150.0 1725.0 2300.0 0+ 5 0.0033 0.48 Q 0 +10 0.0220 2.72 Q 0 +15 0.0842 9.03 Q 0 +20 0.2218 19.97 Q 0 +25 0.4285 30.01 Q 0 +30 0.6852 37.27 Q 0 +35 0.9964 45.19 Q 0 +40 1.3973 58.21 VQ ' 0 +45 1.9167 75.41 VQ 0 +50 2.5150 86.88 VQ 0 +55 3.1640 94.24 VQ 1+ 0 3.8575 100.69 VQ 1+ 5 4.6061 108.69 VQ 1 +10 5.4462 121.99 V Q ,. 1 +15 1 +20 6.4076 7.4516 139.60 V Q 151.59 VQ 1 +25 8.5493 159.39 VQ 1 +30 9.6868 165.17 VQ 1 +35 10.8558 169.73 VQ 1 +40 12.0501 173.41 V Q 1 +45 13.2653 176.44 V Q 1 +50 14.4981 179.01 V Q 1 +55 15.7459 181.18 VQ 2+ 0 17.0122 183.86 VQ 2+ 5 18.3087 .188.26 VQ 2 +10 19.6637 196.74 VQ 2 +15 21.0868 206.64 VQ 2 +20 22.5489 212.29 Q 2 +25 24.0931 224.23- Q ' 2 +30 25.6976 232.96 VQ 2 +35 27.3399 238.46 VQ 2 +40- 29.0099 242.49 VQ ' 2 +45 30.7079 246.56 Q 2 +50 32.4491 252.82 Q 2 +55 34.2727 264.78 Q ' 3+ 0 36.2100 281.30 Q 3+ 5 38.2239 292.42 Q 3 +10 40.2926 300.38 Q 3 +15 42.4233 309.38 Q ' 3 +20 44.6501 323.32 QV 3 +25 47.0084 342.42 QV 3 +30 49.4831 359.34 Q 1 3 +35 52.1147 382.10 QV 4+ 5 73.1451 595.11 4 +10 77.4841 630.02 4 +15 82.0726 666.26 4 +20 86.9717 711.35 Q 3 +40 54.9844 416.68 48.76 3 +45 3 +50 58.1298 61.5352 456.72 494.46 295.7289 3 +55 65.1722 528.09 ' 4+ 0 69.0466 562.56 4+ 5 73.1451 595.11 4 +10 77.4841 630.02 4 +15 82.0726 666.26 4 +55 131.1495 1068.19 5+ 0 138.8455 1117.46 5+ 5 146.8845 1167.25 4 +20 86.9717 711.35 Q 4 +25 92.2240 762.63 48.76 4 +30 97.8456 816.26 295.7289 4 +35 4 +40 103.8341 110.1605 869.53 918.60 ' 4 +45 116.8008 964.18 4 +50 123.7928 1015.24 4 +55 131.1495 1068.19 5+ 0 138.8455 1117.46 5+ 5 146.8845 1167.25 ' 5 +45 243.8205 2043.71 5 +50 254.4988 1550.50 ` 5 +55 262.2841 1130.42 5 +10 155.4164 1238.84 Q 5 +15 164.7343 1352.95 48.76 5 +20 175.2116 1521.32 295.7289 5 +25 5 +30 187.0003 200.1447 1711.72 1908.56 ' 5 +35 214.5704 2094.61 5 +40 229.7453 2203.39 ' 5 +45 243.8205 2043.71 5 +50 254.4988 1550.50 ` 5 +55 262.2841 1130.42 6 +35 288.0537 230.54 6 +40 289.4196 198.32 6 +45 290.5924 170.30 6+ 0 268.1960 858.41 Q 6+ 5 272.8694 678.57 48.76 6 +10 276.6602 550.42 295.7289 6 +15 279.7917, 454.69 ' 6 +20 282.4148 380.88 6 +25 284.6154 319.53 Q 6 +30 286.4660 268.70 6 +35 288.0537 230.54 6 +40 289.4196 198.32 6 +45 290.5924 170.30 1 QQ Q QQ Q Q QQ Q VQ Q Q VQ VQ VQ VQ VQ VQ VQ VQ VQI, VS iQ VQ V Q V Q V 6 +50 291.5909 144.98 Q 6 +55 292..4454 124.07 48.76 7+ 0 293.1655 104.55 295.7289 7+ 5 293.7751 88.53 ' 7 +10 294.2851 74.04 7 +15 294.7187 62.97 1 QQ Q QQ Q Q QQ Q VQ Q Q VQ VQ VQ VQ VQ VQ VQ VQ VQI, VS iQ VQ V Q V Q V Q Q Q V Q V V V V V V v V V Vv,l V V V V. V V V V V V v V V V V V V V V V 7 +20' 295.0900 53.90 Q v 295.4258 48.76 Q 7 +30 295.7289 V Q 7 +35 295.9913 Q Q 7 +40 7 +45 296.2050 296.3619 31.04 22.78 Q 7 +50 296.4705 15.76- Q Q 7 +55 296.5436 10.62 Q Q 296.5805 5.36 Q 8+ 5 Q 1.54 Q 8 +10 296.5943 0.47 Q Q Q V Q V V V V V V v V V Vv,l V V V V. V V V V V V v V V V V V V V V V 7 +20' 295.0900 53.90 Q 7 +25 295.4258 48.76 Q 7 +30 295.7289 44.01 Q 7 +35 295.9913 38.10 Q 7 +40 7 +45 296.2050 296.3619 31.04 22.78 Q Q 7 +50 296.4705 15.76- Q 7 +55 296.5436 10.62 Q 8+ 0 296.5805 5.36 Q 8+ 5 296.5910 1.54 Q 8 +10 296.5943 0.47 Q 8 +15 296.5955 0.17 Q 8 +20 296.5960 0.09 Q 8 +25 296.5963 0.04 Q ___8 +30 296.5964 0.01 Q Q Q Q V Q V V V V V V v V V Vv,l V V V V. V V V V V V v V V V V V V V V V FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1991 Study date: 04/23/93 --------------------------------------------------- - - - - - -- --- - - - - -- 100 YEAR / 3 -HR ROUTING FOR THE "PIT" AREA USING A PERCOLATION RATE OF TWO (2) INCHES PER HOUR QUARRY AT LA QUINTA PROJECT FILENAME: Y100H3 -------------------------------------------------------------------- The Kieth Companies, Moreno Valley Office - SIN 538 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: h3100.rte ******** * * * * * * * * * * * * * * * * * * * *HYDROGRAPH. DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 66 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2574.8 (CFS) Total volume = 276.59 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ F. Process from Point /Station 0.000 to Point /Station 0.000 . * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow - storage data Total number of inflow hydrograph intervals 66 Hydrograph time unit = 5-.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- ------------------------------------------------------------------ Depth vs. Storage and Depth vs Discharge data: * Basin Depth Storage Outflow (S- O *dt /2) . (S +O dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ---------------------------------------------=--------------------- 0.000 0 000 0 000 0 000 0.000 0.010 0.010 0.580 0.008 0.012 2.000 0.150 2.000 0.143 0.157 ' 4.000 8.510 5.180 8.492 8.528 6.000 20.740 8.890 20.709 20.771 8.000 38.790 13.230 38.744 10.000 64.750 20.830 64.678 38.836 64.822 I. 12.000 98.970 29.910 98.867 99.073' 14.000 16.000 142.880 194.850 40.370 46.020 142.741 143.019 194.692 195.008 18.000 254.360 55.640 254.168 254.552 20.000 321.130 60.540 320.922 321.338 22.000 ------- ----------- 394.780 69.580 ----------- 394.540 395.020 Hydrograph ----------- Detention ------------- --------------- Basin Routing ' ------------------------------------------------------------------- a:.,. Graph values. III= unit inflow; '0'- outflow at time shown Time Inflow Outflow Storage Depth ,:.(Hours) (CFS) (CFS) (Ac.Ft) .0 643.7 1287.4 1931.1 2574.8 (Ft.). 0.083 4.8 .0.6 0.014 0 0.1 0.167 23.6 1.5 0.105 0 1.4 0.250 71.6 2.1 0.420 0 2.1 0.333 142.5 2.4 1.142 OI 2.2 0.417 186.5 2.8 2.257 0 I 2.5 0.500 225.5 3.3 3.654 0 I 2.8 0.583 284.1 4.0 5.384 0 I 3.3 0.667 0.750 337.3 381.4 4.8 5.6 7.493 9.932 0 0 I I 3.8 4.2 0.833 408.0 6.4 12.609 0 I 4,7 0.917 440.2 7.3 15.483 0 I 5.1 1.000 451.6 8.2 18.501 0 I 5.6 1.083 453.8 9.1 21.559 0 I 6.1 1.167 486.2 9.8 24.731 0 I 6.4 547.5 10.7 28.220 0 I 6.8 '1.250 . .333 612.7 11.6 32.138 0 I 7.3 ;:1.417 654.8 12.7 36.419 0 I 7.7 11,1,500 1.583 686.6 732.6 13.9 15.3 40.946 45.733 0 0 I I 8.2 8.5 1.667 804.7 16.8 50.916 0 I 8,9 1.750 855.6 18.4 56.512 0 I 9.4 1.833 899.6 20.1 62.424 0 I 9.8 1.917 979.5 21.9 68.750 0 I 10.2 ' .2.000 1058.9. 23.7 75.612 0 I 10.6 2.083 1090.2 25.6 82.843 0 I 11.1 2.167 1114.7 27.6 90.252 0 I 11.5 ,. 2.250 1182.0 .29.6 97.963 O I 11.9 2.333 1309.5 31.7 106.332 0 I 12.3 2.417 1500.3 33.9 115.782 0 I 12.8. 2.500 1676.4 36.5 126.479 0 I 13.3 2.583 1903.6 39.3 138.545 0 I 13.8 2304.1 41.4 152.757 0 I 14.4 t2.667 2.750 2574.8 43.2 169.266 0 I 15.0 2.833 2570.1 45.1 186.678 0 I 15.7 2.917 2194.7 47.3 202.767 0 I 16.3 3.000 1689.7 49.4 215.810 0 I 16.7 3.083 1347.5 51.0 225.923 0 I 17.0 3.167 1081.2 52.3 233.931 0 I 17.3 3.250 830.2 53.3 240.149 0 I 17.5 3.333 656.5 54.1 244.898 0 I 17.7 .417 537.1 54.7 248.634 0 I 1.7.8 3.500 446.5 55.2 251.642 0 I 17.9 3.583 372.6 55.6 254.081 0 I 18.0 3.667 316.3 55.8 256.070 0 I 18.1 '3.750 3.833 271.3 233.1 55.9 56.0 257.710 259.061 0 I 0 I 18.1 18.1 '1 3.917 198.6 56.1 260.162 O I 18.2 - 4.000 170.2 56.1 261.046 0 I 18.2 4.083 144.7 56.2 261.743 OI 18.2 ''.167 123.3 56.2 262.279 OI 18.2 .250 103.1 56.2 262.671 OI 18.2 4.333 86.5 56.3 262.937 OI 18.3 4.417 73.9 56.3 263.102 0 18.3 4.500 65.0 56.3 263.192 0 18.3 4.583 59.6 56.3 263.234 0 18.3 4.667 53.2 56.3 263.235 0 18.3 z, a. 4.750 44.3 56.3 263.183 0 18.3 4.833 35.9 56.3 263.071 0 18.3 4.917 27.4 56.3 262.902 0 18.3 5.000 19.5 56.3 262.676 0 18.2 5.083 12.5 56.2 262.399 0 18.2 t5.167 6.1 56.2 262.075 0 18.2 5.250 2.6 56.2 261.718 0 18.2 5.333 1.6 56.2 261.346 0 18.2 0.6 56.1 260.967 0 18.2 '5.417 ( 5.500 0.0 56.1 260.582 0 18.2 5.583 0.0 56.1 260.196 O 18.2 5.667 0.0 56.0 259.810 0 18.2 5.750 0.0 56.0 259.424 0 18.2 5.833 0.0 56.0 259.039 0 18.1 5.917 0.0 .56.0 258.653 0 18.1 6.000 0.0 55.9 258.268 0 18.1 6.083 0.0 55.9 257.883 0 18.1 6.167 0.0 55.9 257.498 0 18.1 6.250 0.0 55.8 257.113 0 18.1 .333 0.0 55.8 256.729 0 18.1 J.417 0.0 55.8 256.344 0 18.1 6.500 0.0 55.8 255.960 0 18.0 6.583 0.0 55.7 255.576 0 18.0 6.667 0.0 55.7 255.193 0 18.0 6.750 0.0 55.7 254.809 0 18.0 6.8.33 0.0 55.6 254.426 0 18.0 6.917 0.0 55.6 254.043 O 18.0 7.000 0.0 55.5 253.660 0 18.0 0.0 55.5 253.278 0 18.0 t7.083 ; 7.167 0.0 55.4 252.896 0 18.0 ;x.7.250 0.0 55.3 252.515 0 17.9 7.333 0.0 55.3 252.134 0 17.9 '7.417 0.0 55.2 251.753 0 17.9 7.500 0.0 55.2 251.373 0 17.9 7.583 0.0 55.1 250.994 0 17.9 7.667 0.0 55.0 250.614 0 17.9 7.750 0.0 55.0 250.236 0 17.9 7.833 0.0 54..9 249.857 0 17.8 7.917 0.0 54.9 249.479 0 17.8 8.000 0.0 54.8 249.102 0 17.8 8.083 0.0 54.7 248.725 0 17.8 8.167 0.0 54.7 248.348 0 17.8 8.250 0.0 54.6 247.972 0 17.8 8.333 0.0 54.5 247.596 0 17.8' ! .417 0.0 54.5 247.220 0 17.8 0.0 54.4 246.845 0 17.7 '8.500 8.583 0.0 54.4 246.471 0 17.7 - 8.667 0.0 54.3 246.096 0 17.7 8.750 0.0 54.2 245.723 0 17.7 ' 8.833 0.0 54.2 245.349 0 17.7 17.7 17.7 17.7 17.6 17.6 17.6 17.6 17.6 17.6 17.6 17.6 17.5 17.5 17.5 17.5 17.5 17.5 17.5 17.5 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.0 17.0 17.0 17.0 17.0 17.0 17.0 8.917 0.0 54.1 244.976 0 9.000 9.083 0.0 0.0 54.1 54.0 244.604 244.232 0 0 ').167 0.0 53.9 243.860 0 .250 0.0 53.9 243.489 0 9.333 0.0 53.8 243.118 0 9.417 0.0 53.8 242.747 0 "'9.500 0.0 53.7 242.377 0 9.583 0.0 53.6 242.008 0 9.667 0.0 53.6 241.638 0 x..:9.750 0.0 53.5 241.269 0 9.833 9.917 0.0 0.0 53.5 53.4 240.901 240.533 0 0 10.000 0.0 53.3 240.165 0 10.083 0.0 53.3 239.798 0 10.167 0.0 53.2 239.432 0 10.250 0.0 53.2 239.065 0 10.333 0.0 53.1 238.699 0 0.0 53.0 238.334 0 '10.417 10.500 0.0 53.0 237.968 0 :...10.583 0.0 52.9 237.604 0 '10.750 10.667 0.0 0.0 52.9 52.8 237.239 236.875 0 0 10.833 0.0 52.8 236.512 0 10.917 0.0 52.7 236.149 0 1 11.000 0.0 52.6 235.786 0 '11.083 0.0 52.6 235.424 0 `11.167 0.0 52.5 235..062 0 11.250 0.0 52.5 234.700 0 .333 0.0 52.4 234.339 0 ;:: :_x..417 0.0 52.3 233.979 0 11.500 11.583 0.0 0.0 52.3 52.2 233.618 233.258 0 0 11.667 0.0 52.2 232.899 0 411.750 0.0 52.1 232.540 0 .11.917 0.0 52.1 232.181 0 111.833 0.0 52.0 231.823 -0 - 12.000 0.0 51.9 231.465 0 0.0 51.9 231.107 0 ,12.083 12.167 0.0 51.8 230.750 0 12.250 0.0 51.8 230.393 0 12.333 0.0 51.7 230.037 0 12.417 0.0 51.7 229.681 0 12.500 0.0 51.6 229.326 0 12.583 0.0 51.5 228.971 0 0.0 51.5 228.616 0 ,12.667 :12.750 0.0 51.4 228.262 0 '12.833 0.0 51.4 227.908 0 '12.917 13.000 0.0 0.0 51.3 51.2 227.554 0 0 13.083 0.0 51.2 .227.201 226.848 .0 13.167 0.0 51.1 226.496 0 13.250 0.0 51.1 226.144 0 1 0.0 51.0 225.792 0 .417 0.0 51.0 225.441 0 0.0 50.9 225.090 0 ,3.500 13.583 0.0 50.9 224.740 0 13.667 0.0 50.8 224.390 0 0.0 50.7 224.040 0 '13.750 13.833 0.0 50.7 223.691 0 17.7 17.7 17.7 17.6 17.6 17.6 17.6 17.6 17.6 17.6 17.6 17.5 17.5 17.5 17.5 17.5 17.5 17.5 17.5 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.0 17.0 17.0 17.0 17.0 17.0 17.0 13.917 0.0 50.6 223.342 0 17.0 14.000 14.083 0.0 0.0 50.6 50.5 222.994 222.645 0 0 16.9 16.9 ".167 0.0 50.5 222.298 0 16.9 .250 0.0 50.4 221.950 O 16.9 14.333 0.0 50.3 221.604 O 16.9 14.417 0.0 50.3 221.257 O 16.9 14.500 0.0 50.2 220.911 O 16.9 0.0 50.2 220.565 0 16.9 t14.583 `,14.667 0.0 50.1 220.220 0 16.9 14.750 0.0 50.1 219.875 0 16.8 14.833 14.917 0.0 0.0 50 *,0 50.0 219.530 219.186 0 O 16.8 16.8 ,`15.000 0.0 49.9 218.842 0 16.8 15.083 0.0 49.8 218.499 0 16.8 15.167 0.0 49.8 218.155 0 16.8 15.250 0.0 49.7 217.813 0 16.8 15.333 0.0 49.7 217.470 0 16.8 15.417 0.0 49.6 217.129 0 16.7 15.500 0.0 49.6 216.787 0 16.7 15.583 0.0 49.5 216.446 0 16.7 '0.0 15.750 0.0 49.5 49.4 216.105 215.765 O O 16.7 16.7 15.833 0.0 49.3 215.425 0 16.7 15.917 0.0 49.3 215.085 O 16.7 16.000 0.0 49.2 214.746 O 16.7 16.083 0.0 .49.2 214.407 0 16.7 ''16.167 0.0 49.1 214.068 O 16.6 0.0 49.1 213.730 0 16.6 '16.250 .333 0.0 49.0 213.392 0 16.6 _. :._x.417 0.0 49.0 213.055 0 16.6 16.500 + 16.583 0.0 0.0 48.9 48.9 212.718 2 12_.381. 0 O.. ___ 16.6 16.6 16.667 0.0 48.8 212.045 0 16.6 16.750 0.0 48.7 211.709 0 16.6 16.833 0.0 48.7 211:374 0 16.6 16.917 0.0 48.6 211.038 0 16.5 17.000 0.0 48.6 210.704 O 16.5 0.0 48.5 210.369 O 16.5 '17.083 17.167, 0.0 48.5 210.035 O 16.5 17..250 0.0 48.4 209.701 0 16.5. 17.333 0.0 48.4 209.368 0 16.5 17.417 0.0 48.3 209.035 0 16.5 17.500 0.0 '48.3 20.8.703 0 16.5 17.583 0.0 48.2 208.371 O 16.5 117.750 0.0 48.2 208.039 0 16.4 117.667 0.0 48.1 207.707 O 16.4 '17.833 0.0 48.0 207.376 0 16.4 0.0 48.0 207.046 0 16.4 '17.917 18.000 0.0 47.9 206.715 0 16.4 ..18.083 0.0 47.9 206.385 0 16.4 18.167 0.0 47.8 206.056 O 16.4 '18.250 0.,0 47.8 205.726 0 16.4 18.333 0.0 47.7 205.397 0 16.4 .417 0.0 47.7 205.069 0 16.3 0.0 47.6 204.741 0 16.3 'X8.500 18.583 0.0 47.6 204.413 0 16.3 18.667 0.0 47.5 204.086 0 16.3 18.750 18.833 0.0 0.0 47.5 47.4 203.759 203.432 O 0 16.3 16.3 18.917 0.0 47.4 203.106 0 16.3 19.000 19.083 0.0 0.0 47.3 47.2 J 202.780 202.454 0 0 16.3 16.3 q.167 0.0 47.2 202.129 O 16.2 .250 0.0 47.1, 201.804 0 16.2 1-19.333 0.0 47.1 201.480 0 16.2 >19.417 0.0 47.0 201.155 0 16.2 19.500 0.0 47.0 200.832 0 16.2 19.583 0.0 46.9 200.508 0 16.2 19.667 0.0 46.9 200.185 0 16.2 •"19.750 0.0 46.8 199.862 0 16.2 19.833 19.917 0.0 0.0 46.8 46.7 199.540 199.218 O 0 16.2 16.1 20.000 0.0 46.7 198.896 0 16.1 20.083 0.0 46.6 198.575 0 16.1 20.167 0.0 46.6 198.254 0 16.1 20.250 0.0 46.5 197.934 0 16.1 '20.333 0.0 46.5 197.614 0 16.1 20.417 0.0 46:4 197.294 0 16.1 20.500 0.0 46.4 196.974 0 16.1 20.583 0.0 46.3 196.655 0 16.1 20.667 ' 20.750 0.0 0.0 46.3 46.2 196.336 196.018 0 0 16.0 16.0 20.833 0.0 46.2 195.700 0 16.0 20.917 0.0 46.1 195.382 0 16.0 '21.000 0.0 46.1 195.065 0 16.0 21.083 0.0 46.0 194.748 0 16.0 `21.167 0.0 46.0 194.431 0 16.0 21.250 0.0 45.9 194.114 0 16.0 .333 0.0 45.9 193.798 0 16.0 7_x.417 0.0 45.9 193.482 0 15.9 21.500 0.0 45.8 193.166 0 15.9 21.583 0.0 45.8 192.851 0 15.9 4.21.667 0.0 45.8, 192.535 0 15.9 21.750 0.0 45.7 192.220 0 15.9 21.833 0.0 45.7 191.906 0 15.9 :21.917 0.0 45.7 191.591 0 15.9 22.000 0.0 45.6 191:277 0 15.9 22.083 22.167 0.0 0.0 45.6 45.6 190.962 190.64.8 0 0 15.9 15.8 22.250 0.0 45.5 190.335 0 15.8 22.333 0.0 45.5 190.021 0 15.8 22.417 0.0 45.5 189.708 0 15.8' 22.500 0.0 45.4 189.395 0 15.8 22.583 0.0 45.4 189.082 0 15.8 22.667 0.0 45.4 188.770 0 15.8 22.750 0.0 45.3 188.458 0 15.8 -22.833 0.0 45.3 188.146 0 15.7 '22.917 23.000 0.0 0.0 45.3 45.2 187.834 187.522 0 0 15.7 15.7 .23..083 0.0 45.2 187.211 0 15.7 23.167 0.0 45.2 186.900 0 15.7 '23.250 0.0 45.1 186.589 0 15.7 23.333 0.0 45.1 186.278 0 15.7 .417 0.0 45.1 185.968 0 15.7 .3.500 0.0 45.0 185.658 0 15.6 23.583 0.0 45.0 185.348 0 15.6 23.667 0.0 45.0 185.038 0 15.6 0.0 44.9 184.729 0 15.6 ,23.750 23.833 0.0 44.9 184.419 0 15.6 23.917 0.0 44.9 184.110 0 15.6 24.000 2 0.0 0.0 44.8 44.8 183.801 183.493 0 0 15.6 15.6 "'..167 0.0 44.8 183.185 0 15.6 .250 0.0 44.7 182.876 0 15.5 24.333 0.0 44.7 182.569 0 15.5 .24.417 0.0 44.7 182.261 0 15.5 `24.500 0.0 44.6 181.954 0 15.5 0.0 44.6 181.646 0 15.5 ,24.583 `;24.667 0.0 44.6 181.339 O 15.5 x.,:24.750 0.0 44.5, 181.033 0 15.5 24.833 24.917 0.0 0.0 44.5 44.5 180.726 180.420 0 0 15.5 15.4 ,;25.000 0.0 44.4 180.114 0 15.4 25.083 0.0 44.4 179.808 0 15.4 25.167 0.0 44.4 179.503 0 15.4 2 0.0 44.3 179.197 O 15.4 25.333 0.0 44.3 178.892 0 15.4 25.417 0.0 44.3 178.587 O 15.4 .25.500 0.0 44.2 178.283 0 15.4 :25.583 0.0 44.2 177.978 0 15.4 25.667 25.750 0.0 0.0 44.2 44.1 177.674 177.370 0 0 15.3 15.3 25.833 0.0 44.1 177.066 0 15.3 25.917 0.0 44.1 176.763 0 15.3 26.000 0.0 44.0 176.460 0 15.3 26.083 0.0 44.0 176.156 0 15.3 x=26.167 0.0 44.0 175.854 0 15.3 26.250 0.0 43.9 175.551 0 15.3 .333 0.0 43.9 175.249 0 15.2 e- --.417 0.0 43.9 174.947 0 15.2 26.500 26.583 0.0 0.0 43.8 43.8 174.645 174.343 0 0 15.2 15.2 '26.667 1. :. 0.0 43.8 174.041 0 15.2 26.750 0.0 43.7 173.740 0 15.2 26.833 0.0 43.7 173.439 0 15.2 26.917 0.0 43.7 173.138 0 15.2 °27.000 0.0 43.6 172.838 0 15.2 27.083 0.0 43.6 172.537 0 15.1 27.167 0.0 43.6 172.237 0 15.1 ..27.250 0.0 43.5 171.937 0 15.1 0.0 43.5 171.638 0 15.1 127,333 27.417 0.0 43.5 171.338 0 15.1 27.500 0.0 43.4 171.039 0 15.1 27.583 0.0 43.4 170.740 0 15.1 27.667 0.0 43.4 170.441 0 15.1 27.750 0.0 43.3 170.143 0 15.0 :27.833 0.0 43.3 169.844 0 15.0 27.917 0.0 43.3 169.546 0 15.0 28.000 0.0 43.2 169.248 0 15.0 .:28.083 0.0 43.2 168.951 0 15.0 28.167 0.0 43.2 168.653 0 15.0 128.250 0.0 43.1 168.356 0 15.0 28.333 0.0 43.1 168.059 0 15.0 .417 0.0 43.1 167.762 0 15.0 0.0 43.0 167.466 0 14.9 1c8.500 28.583 0.0 43.0 167.169 0 14.9 28.667 0.0 43.0 166.873 0 14.9 '28.750 28.833 0.0 0.0 42.9 42.9 166.577 166.282 0 0 14.9 14.9 28.917 0.0 42.9 165.986 O 14.9 29.000 0.0 42.8 165.691 O 14.9 29.083 0.0 42.8 165.396 O 14.9 x.167 0.0 42.8 165.101 O 14.9 .250 0.0 42.8 164.807 O 14.8 29.333 0.0 42.7 164.512 O 14.8 29.417 0.0 42.7 164.218 O 14.8 29.500 0.0 42.7 163.924 O 14.8 29.583 0.0 42.6 163.631 O 14.8 29.667 0.0 42.6 163.337 O 14.8 29.750 0.0 42.6 163.044 O 14.8 29.833 0.0 42.5 162.751 O 14.8 29.917 0.0 42.5 162.458 O 14.8 •30.000 0.0 42.5 162.166 O 14.7 30.083 0.0 42.4 161.873 O 14.7 30.167 0.0 42.4 161.581 O 14.7 30.250 0.0 42.4 161.289 O 14.7 30.333 0.0 42.3 160.998 O 14.7 30.417 0.0 42.3 160.706 O 14.7 30.500 0.0 42.3 160.415 0 , 14.7 30.583 0.0 42.2 160.124 O 14.7 30.667 0.0 42.2 159.833 O 14.7 30.750 0.0 42.2 159.542 O 14.6 30.833 0.0 42.1 159.252 O 14.6 30.917 0.0 42.1 158.962 O 14.6 31.000 0.0 42.1 158.672 O 14.6 31.083 0.0 42.1 158.382 O 14.6 ``31.167 0.0. 42.0 158.092 O 14.6 0.0 42.0 157.803 O 14.6 '31.250 .333 0.0 42.0 157.514 O 14.6 ..�-L.417 0.0 41.9 157.225 O 14.6 31.500 0.0 41.9 156.937 O 14.5 1131.583 0.0 41.9 156.648 O 14.5 1. 31.667 0.0 41.8 156.360 O 14.5 31.750 0.0 41.8 156.072 O 14.5 0.0 41.8 155.784 O 14.5 131.833 31.917 0.0 41.7 155.496 O 14.5 '32.000 0.0 41.7 155.209 O 14.5 `32.083 32.167 0.0 0.0 41.7 -41.6 154.922 154.635 O O 14.5 14.5 ..32.250 0.0 41.6 154.348 O 14.4 32.333 0.0 41.6 154.062 O 14.4 32.417 0.0 41.6 153.775 O 14.4 32.500 0.0 41.5 153.489 O 14.4 32.583 0.0 41.5 153.204 O 14.4 0.0 41.5 152.918 O 14.4 ,32.667 32.750 0.0 41.4 152.632 O 14.4 '32.833 0.0 41.4 152.347 O 14.4 '32.917 33.000 0.0 0.0 41.4 41.3 152.062 151.777 O O 14.4 14.3 33.083 0.0 41.3 151.493 O 14.3 33.167 0.0 41.3 151.208 O 14.3 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62.750 0.0 23.0 73.114 0 10.5 62.833 0.0 23.0 72.956 0 10.5 ' 62.917 63.000 0.0 0.0 23.0 22.9 72.797 72.639 0 0 10.5 10.5 63.083 0.0 22.9 72.482 0 10.5 63.167 0.0 22.8 72.324 0 10.4 63.250 0.0 22.8 72.167 0 10.4 63.333 0.0 22.8 72.010 0 10.4 .417 0.0 22.7 71.854 0 10.4 0.0 22.7 71.697 0 10.4 '3.500 63.583 0.0 22.6 .71.541 0 10.4 63.667. 0.0 22.6 71.385 0 10.4 63.750 63.833 0.0 0:0 22.5 22.5 71.230 71.075 0 0 10.4 10.4 t 53.917 0.0 22 .5 70.920 O 10.4 64.000 0.0 .22.4 70.765 0 10.4 54.083 0.0 22.4 70.611 0 10.3 "1.167 0.0 22.3 70.457. 0 10.3 .250 0.0 22.3 70.303 0 10.3 54.333 0.0 22.3 70.150 0 10.3 64.417 0.0 22.2 69.997 0 10.3 "64.500 0.0 22.2 69.844 0 10.3 64.583 0.0 22.1 69.691 0 10.3 54.667 0.0 22.1 69.539 0 10.3 4.750 0.0 22.1 69.387 O 10.3 64.833 0.0 22.0 69.235 0 10.3 54.917 0.0 22.0 69.083 0 10.3 55.000 0.0 21.9 68.932 0 10.2 65.083 0.0 21.9 68.781 0 10.2 65.167 0.0 21.9 68.631 0 10.2 55.250 0.0 21.8 68.480 0 10.2 65.333 0.0 21.8 68.330 0 10.2 65.417 0.0 21.7 68.180 0 10.2 55.500 0.0 21.7 68.031 0 10.2 '55.583 0.0 21.7 67.881 0 10.2 165,667 65.750 0.0 0.0 21.6 21.6 67.732 67.583 0 0 10.2 10.2 .65.833 0.0 21.5 67.435 0 10.2 65.917 0.0 21.5 67.287 0 10.1 66.000 0.0 21.5 67.139 0 10.1 :66.083 0.0 21.4 66.991 0 10.1 '•66.167 0.0 21.4 66.844 0 10.1 250 0.0 21.3 66.696 0 10.1 1'66. .333 0.0 21.3 .66.550 0 10.1 ..•..,,).417 0.0 21.3 66.403 0 10.1 66.500 0.0 21.2 66.257 0 10.1 66.583 0.0 21.2 66.111 0 10.1 66.667 0.0 21.2 65.965 0 10.1 66.750 0.0 21.1 65.819 0 10.1 66.833 0.0 21.1 65.674 O 10.1 66.917 '67.000 0.0 21.0 65.529 0 10.0 0.0 21.0 65.384 0 10.0 67.083 0.0 21.0 65.240 0 10.0 67.167 0.0 20.9 65.095 0 10.0 .., 67.250 0.0 20.9 64.952 0 10.0 67.333 0.0 20.8 64.808 0 10.0 67.417 0.0 20.8 64.664 0 10.0 67.500 0.0 20.8 64.521 0 10.0 67.583 0.0 20.7 64.378 0 10.0 0.0 20.7 64.236. 0 10.0 ,67.667 0.0 20.6 64.094 0 9.9 •'67.833 0.0 20.6 63.952 0 9,9 0.0 20.6 63.810 0 9,9 '67.917 68.000 0.0 20.5 63.668 0 9,9 68.083 0.0 20.5 63.527 0 9,9 68.167 0.0 20.4 63.386 0 9.9 '68.250 0.0 20.4 63.246 0 9,9 ti8.333 0.0 20.3 63.106 0 9.9 .417 0.0 20.3 62.966 0 9,9 08.500 0.0 20.3 62.826 0 9,9 68.583 0.0 20.2 62.686 0 9,8 68.667 0.0 20.2 62.547 0 9,8 68.750 0.0 20.1 62.408 0 9,8 8.833 0.0 20.1 62.270 0 9,8 58.917 0.0 20.1 62.132 0 9,8 f'69.000 59:083 0.0 0.0 20.0 20.0 61.993 61.856 0 0 9,8 9,8 q.167 0.0 19.9 61.718 0 9,8 .250 0.0 19.9 61.581 -0 9,8 69.333 0.0 19.9 61.444 -0 9,7 69.417 0.0 19.8 61.307 0 9,7 500 0.0 19.8 61.171 0 9,7 69.583 0.0 19.7 61.035 0 9,7 69.667 0.0 19.7 60.899 0 9,7 .-59.750 0.0 19.7 60.764 0 9,7 1.69 69.917 0.0 0.0 19.6 19.6 60.628 60.493 0 0 9,7 9,7 0.0 19.5 60.359 0 9,7 e':70.000 70.083 0.0 19.5 60.224 0 9,7 170.167 0.0 19.5 60.090 O 9.6 170.250 0.0 19.4 59.956 0 9,6 `70.333 0.0 19.4 59.822 0 9.6 70.417 0.0 19.3 59.689 0 9.6 70.500 0.0 19.3 59.556 0 9.6 ;.:70.583 0.0 19.3 59.423 0 9,6 70.667 70.750 0.0 0.0 19.2 19.2 59.290 59.158 0 0 9,6 9.6 70.833 0.0 19.2 59.026 0 9,6 70.917 0.0 19.1 58.894 0 9,5 71.000 0.0 19.1_ 58.763 0 9,5 71.083 0.0 19..0 58.631 0 9,5 1`71.167 0.0 19.0 58.500 0 9,5 71.250 0.0 19.0 58.370 0 9,5 .333 0.0 18.9 58.239 0 9,5 t..-.417 0.0 18.9 58.109 0 9,5 71.500 0.0 18.8 57.979 0 9,5 71.583 0.0 18.8 57.849 0 9,5 71.667 0.0 18.8 57.720 0 9.5 7 '71.750 0.0 18.7 57.591 0 9,4 ,71.833 0.0 18.7 57.462 0 9,4 71.917 0.0 18.7 57.333 0 9,4 '72.000 0.0 18.6 57.205 0 9,4 0.0 18.6 57.077 0 9,4 172.083 72.167 0.0 18.5 56.949 0 9,4 .72.250 0.0 18.5 56.821 0 9,4 0.0 18.5 56.694 0 9,4 172.333 72.417 0.0 18.4 56.567 0 9,4 .72.500 0.0 18.4 56.440 0 9,4 '72.583 0.0 18.4 56.314 0 9,4 0.0 18.3 56.187 0 9,3 '72.667 72.750 0.0 18.3 56.061 0 9,3 :72.833 0.0 18.2 55.935 0 9,3 172,917 73.000 0.0 0.0 18.2 18.2 55.810 55.684 0 0 9,3 9,3 73.083 0.0' 18.1 55.559 O 9,3 73.167 0.0 18.1 55.435 0 9,3 '73.250 0.0 18.1 55.310 0 9,3 73.333 0.0 18.0 55.186 0 9,3 .417 0.0 18.0 55.062 0 9,3 0.0 18.0 54.938 0 9.2 '.3.500 73.583 0.0 17.9 54.814 0 9.2 73.667 0.0 17.9 54.691 0 9.2 '73.750 73.833 0.0 0.0 17.8 17.8 54.568 54.445 0 0 9,2 9,2 '73.917 0.0 17.8 54.323 0 9.2 74.000 0.0 17.7 54.200 0 9.2 '74.083 0.0 17.7 54.078 O 9.2 a.. 167 0.0 17.7 53.956 0 9.2 .250 0.0 17.6 53.835 0 9.2 '74.333 0.0 17.6 53.714 0 9.1 74.417 0.0 17.6 53.593 0 9.1 '74.500 0.0 17.5. 53.472 0 9,1 74.583 0.0 17.5 53.351 0 9.1 74.667 0.0 17.5 53.231 0 9.1 5.74. 750 0.0 17.4 53.111 0 9.1 0.0 17.4 52.991 0 9.1 ,74.833 74.917 0.0 17.4 52.871 0 9.1 0.0 17.3 52.752 0 9.1 x..1.75.000 75.083 0.0 17.3 52.633 O 9,1 175.167 0.0 17.2 52.514 0 9,1' 75.250 0.0 17.2 52.395 0 9.0 75.333 0.0 17.2 52.277 0 9,0 0.0 17.1 52.158 0 9.0 ,75.417 5.500 0.0 17.1 52.040 0 9.0 ::'.;75. 583 0.0 17.1 51.923 0 9.0 75.667 0.0 17.0 51.805 0 9,0 Vk-,5.933 5.750 0.0 17.0 51.688 0 9.0 0.0 17.0 51.571 0 9,0 75.917 0.0 16.9 51.454 0 9,0 ;76.000 0.0 16.9 51.338 0 9,0 6.083 0.0 16.9 51.221 0 9,0 '76.167 0.0 16.8 51.105 0 8,9 0.0 16.8 50.990 0 8,9 ,76.250 '.333 0.0 16.8 50.874 0 8,9 x"..,.417 0.0 16.7 50.759 0 8,9 76.500 0.0 16.7 50.643 0 8.9 76.583 0.0 16.7 50.529 0. 8,9 ;,76.667 0.0 16.6 50.414 0 8.9 ` 76.750 0.0 16.6 50.299 0 8.9 6.833 0.0 16.6 50.185 0 8,9 76.917 0.0 16.5 .50.071 0 8.9 - 77.000 0.0 16.5 49.957 0 8,9 77.083 0.0 16.5 49.844 0 8,9 77.167 0.0 16.4 49.731 0 8,8 -77.250 0.0 16.4 49.618 0 8,8 77.333 0.0 16.4 49.505 0 8.8 7.417 0.0 16.3 49..392 0 8.8 7.500 0.0 16.3 49.280 0 8.8 77.583 0.0 16.3 49.168 0 8,8 0.0 16.2 49.056 0 .8.8 F7.667 7.750 0.0 16.2 48.944 0 8.8 -'77.833 0.0 16.2 48.833 0 8,8 77917 0.0 16.1 48.721 0 8.8 78..000 'F 0.0 16.1 48.610 0 8,8 ,_78.083 0.0 16.1 48.499 0 8.7 78.167 0.0 16.0 48.389 0 8.7 78.250 0.0 16.0 48.279 0 8.7 ,78.333 0.0 16.0 48.168 0 8.7 .417 0.0 15.9 48.058 0 8.7 0.0 15.9 47.949 0 8.7 ,,X8.500 78.583 0.0 15.9 47.839 0 8.7 J78.667 0.0 15.8 47.730 0 8.7 78.750 0.0 15.8 47.621 0 8.7 8.833 0.0 15.8 47.512 0 8.7 J ' 1 .000 2 98.9 70 29.910 98.867 9 9.073 14.000 142.880 40.370 142.741 143.019 '. 16.000 194.850 46.020 194.692 195.008 18.000 254.360 55.640 254.168 254.552 20.000 321.130 60.540 320.922 321.338 22.000 394.780 69.580 394.540 395.020 -------------------------------------------------------------------- Hydrograph Detention Basin Routing -------------------------------_--------------------------------- .. Graph values. III= unit inflow, 101=outflow at time shown Time --------------------------------------------------------------------- Inflow Outflow Storage Depth ,:(Hours) (CFS) (CFS) (Ac.Ft) .0 550.8 1101.7 1652.5 2203.4 (Ft.) 0.083 0.5 0.1 0.001 0 0.0 0.167 2.7 0.6 0.010 0 0.0 0.250 9.0 0.9 0.045 0 0.5 0.333 20.0 1.9 0.136 0 1.8 0.417 30.0 2 -. 1 -- -0 -. -2 9 -4 - - -0 2.0 0.500 37.3 2.1 0.512 0 2.1 0.583 45.2 2.2 0.780 0 2.2 '0.667 0.750 58.2 75.4 2.4 2.5 1.121. 1.564 O OI 2.2 2.3 0.833 86.9 2.7 2.105 OI 2.5 0.917 94.2 3.0 2.709 OI 2.6 '1.000 100.7 3.2 3.358 OI 2.8 1.083 1.08.7 3.5 4.056 OI 2.9 1.167 122.0 3.8 4.826 0I 3.1 139.6 4.1 5.699 0 I 3.3 '1.250 .333 151.6 4.5 6.672 0 I 3.6 .417 159.4 4.9 7.711 0 I 3.8 1.500 165.2 5.3 8.794 0 I 4.0 1.583 169.7 5.6 9.910 0 I 4.2 1.667 173.4 6.0 11.051 O I 4.4 1.750 176.4 6.3 12.214 0 I 4.6 1.833 179.0 6.7 13.393 0 I 4.8 1.917 181.2 7.0 14.586 0 I 5.0 2.000 183.9 7.4 15.794 0 I 5.2 188.3 7.8 17.023 O I 5.4 '2.083 2..167 196.7 8.1 18.294 0 I 5.6 2.250 206.6 8.6 19.626 0 I 5.8. 2.333 212.3 9.0 21.008 0 I 6.0 2.417 224.2 9.3 22.448 0 I 6.2 2.500 233.0 9.7 23..957 O I 6.4 2.583 238.5 10.0 25.513 O I 6.5 2.667 242.5 10.4 27.098 0 I 6.7 2.750 246.6 10.8 28.709 0 I 6.9 2.833 252.8 11.2 30.353 0 I 7.1 '2.917 3.000 264.8 281.3 11.6 12.0 32.057 33.856 0 O I I 7.3 7.5 3.083 292.4 12.5 35.747 O I 7.7 3.167 300.4 13.0 37.701 0 I 7.9 3.250 309.4 13.5 39.709 0 I 8.1 3.333 323.3 14.1 41.793 0 I 8.2 .417 342.4 14.8 43.986 0 I 8.4 359.3 15.4 46.299 0 I 8.6 '3.500 3.583 382.1 16.1 48.743 0 I 8.8 3.667 416.7 16.9 51.380 0 I 9.0 3.750 3.833 456.7 494.5 17.8 18.7 54.268 57.418 0 0 I I 9.2 9.4 3.917 528.1 19.7 60.807, 0 II 9.7 '4.083 4.000 562.6 595.1 20.7 21.8 64.424 68.264 0 0 I I 10.0 10.2 4.167 630.0 22.8 72.329 0 I 10.4 .250 666.3 24.0 76.631 0 I 10.7 '4.333 711.4 25.2 81.206 0 I 11.0 4.417 762.6 26.5 86.104 0 I 11.2 4.500 816.3 27.9 91.353 0 I 11.6 4.583 869.5 29.4 96.961 0 I 11.9 4.667 918.6 3.0.8 102.911 0 I 12.2 4.750 964.2 32.3 109.177 0 I 12.5 4.833 1015.2 33.9 115.765 0 I 12.8 4.917 1068.2 35.6 122.700 0 I 13.1 5.000 1117.5 37.3 129.976 0 I 13.4 5.083 1167.3 39.1 137.580 0 I 13.8 '5.167 1238.8 40.7 145.591 0 I 14.1 5.250 1352.9 41.6 154.232 0 I 14.4 5.333 1521.3 42.6 163.840 0 I 14.8 1711.7 43.8 174.675 0 I 15.2 '5.417 . 5.500 1908.6 45.1 186.835 0 I 15.7 •._5.583 2094.6 46.9 200.303 0 I 16.2 '5.667 5.750 2203.4 2043.7 49.2 51.5 214.772 229.050 0 0 I I 16.7 17.1 5.833 1550.5 53.5 241.065 0 I 17.6 5.917 1130.4 54.9 249.924 0 I 17.9 6.000 858.4 55.8 256.391 0 I 18.1 6.083 678.6 56.1 261.299 0 I 18.2 6.167 550.4 56.4 265.143 0 I 18.3 454.7 56.7 268.215 0 I 18.4 '6.250 •.333 380.9 56.8 270.701 0 I 18.5 x.417 319.5 57.0 272.721 0 I 18.5 6.500 268.7 57.1 274.354 0 I 18.6 6.583 230.5 57.2 275.679 0 I 18.6 6.667 198.3 57.3 276.762 0 I, 18.7 6.750 170.3 57.3 277.636 0 I 18.7 '6.833 145.0 57.4 278.327 0 I 18.7 6.917 124.1 57.4 278.858 OI 18.7 7.000 104.5 57.5 279.250 OI 18.7 88.5 57.5 279.519 OI 18.8 '7.083 .7.167 74.0 57.5 279.682 OI 18.8 7.250 63.0 57.5 279.758 0 18.8 7.333 53.9 57.5 279.765 0 18.8 k. 7.417 48.8 57.5 279.722 0 18.8 7.500 44.0 57.5 279.646 0 18.8 7.583 38.1 57.5 279.532 0 18.8 31.0 57.5 279.375 0 18.7 '7.667 7.750 22.8 57.5 279.164 0 18.7 7.833 15.8 57.4 278.901 0 18.7 7.917 8.000 10.6 5.4 57.4 57.4 278.597 278.256 0 0 18.7 18.7 8.083 1.5 57.4 277.885 0 18.7 8.167 0.5 57.3 277.497 0 18.7 8.250 0.2 57.3 277.104 0 18.7 8.333 0.1 57.3 276.710 0 18.7 3.417 0.0 57.3 276.316 0 18.7 0.0 57.2 275.922 0 18.6 '8.500 8.583 0.0 57.2 275.528 0 18.6 8.667 0.0 57.2 275.135 0 18.6 ' 8.750 8.833 0.0 0.0 57.1 57.1 274.741 274.348 0 0 18.6 18.6 9.333 0.0 56..9 271.991 0 18.5 9.417 0.0 56.9 271.599 O 18.5 9.500 0.0 56.9 271.208 0 18.5 9.583 0.0 56.8 270.816 0 8.917 0.0 57.1 273.954 0 18.6 ' 9.000 9 -083 0.0 0.0 57.0 57.0 273.561 273.169 0 0 18.6 18.6 270.033 1.167 0.0 57.0 272.776 0 18.6 0.0 .250 0.0 57.0 272.384 0 18.5 9.333 0.0 56..9 271.991 0 18.5 9.417 0.0 56.9 271.599 O 18.5 9.500 0.0 56.9 271.208 0 18.5 9.583 0.0 56.8 270.816 0 18.5 9.667 0.0 56.8 270.425 0 0 18.5 •.9.750 0.0 56.8 270.033 0 258.388 0 18.5 9.833 0.0 56.8 269.642 0 55.9 258.003 0 .18.5 9.917 0.0 56.7 269.252 0 0.0 55.9 257.618 18.4 .10.000 0.0 56.7 268.861 0 12.500 0.0 55.9 18.4 10.083 0.0 56.7 268.470 0 18.1 '12.583 0.0 18.4 110.167 0.0 56.6 268.080 0 18.4 '10.250 0.0 56.6 267.690 0 18.4 10.333 0.0 56.6 267.300 0 18.4 10.417 0.0 56.6 266.911 0 18.4 10.500 0.0 56.5 266.521 0 0 18.4 '10.583 0.0 56.5 266.132 0 258.388 0 18.4 '10.667 :10.750 0.0 0.0 56.5 56.4 265.743 265.354 0 0 55.9 258.003 0 18.3 18.3 10.833 0.0 56.4 264.966 0 0.0 55.9 257.618 18.3 10.917 0.0 56.4 264.577 0 12.500 0.0 55.9 18.3 11.000 0.0 56.4 264.189 0 18.3 11.083 0.0 56.3 263.801 0 18.3 "ll.167 0.0 56.3 263.413 0 18.3 11.250 0.0 56.3 263.025 O 18.3 .333 0.0 56.2 262.638 0 0 18.2 417 0.0 56.2 262.250 0 258.388 0 18.2 11.500 0.0 56.2 261.863 0 55.9 258.003 0 18.2 11.583 0.0 56.2 261.476 0 0.0 55.9 257.618 18.2 11.667 0.0 56.1 261.090 0 12.500 0.0 55.9 18.2 11.750 0.0 56.1 260.703 0 18.1 '12.583 0.0 18.2 11.833 0.0 56.1 260.317 0 18.2 11.917 0.0 56.0 259.931 0 18.2 112.000 0.0 56.0 259.545 0 18.2 0.0 56.0 259.159 0 18.1 `12.083 12.167 0.0 56.0 258.774 0 18.1 12.250 0.0 55.9 258.388 0 18.'1 12.333 0.0 55.9 258.003 0 18.1 12.417 0.0 55.9 257.618 0 18.1 12.500 0.0 55.9 257.234 0 18.1 '12.583 0.0 55.8 256.849 0 18.1 12.667 0.0 55.8 256.465 0 18.1 1 ;12.750 0.0 55.8 256.080 0 18.1 "12.833 0.0 55.7 255.696 0 18.0 12.917 0.0 0.0 55.7 55.7 255.313 254.929 0 0 18.0 18.0 .113.000 13.083 0.0 55.7 254.546 0 18.0 13.167 0.0 55.6 254.163 0 18.0 13.250 0.0 55.5 253.780 0 18.0 1 0.0 55.5 253.398 0 18.0 .417 0.0 55.4 253.016 0 18.0 X3.500 0.0 55.4 252.634 0 17.9 13.583 0.0 55.3 252.253 0 17.9 13.667 0.0 55.2 251.872 0 17.9 113,750 13.833 0.0 0.0 55.2 55.1 251.492 251.112 0 0 17.9 17.9 13.917 0.0 55.1 250.733 0 17.9 1 4.000 0.0 0.0 55.0 54.9 250.354 249.976 0 0 17,9 17,'9 '.167 0.0 54.9 249.597 0 17,8 .250 0.0 54.8 249.220 0 17,8 14.333 0.0 54.7 248.843 0 17,8 :14.417 0.0 54.7 248.466 0 17,8 14.500 0.0 54.6 248.089 0 17,8 14.583 0.0 54.6 247.713 0 17,8 ':14.667 t 0.0 54.5 247.338 0 17,8 ;14.750 0.0 54.4 246.963 0 17,8 14.833 14.917 0.0 0.0 54.4 54.3 246.588 246.213 0 0 17,7 17,7 ;15.000 0.0 54.3 245.839 0 17,7 15.083 0.0 54.2 245.466 0 17,7 15.167 0.0 54.1 245.093 0 17.7 X15.250 0.0 54.1 '244.720 0 17.7 15.333 0.0 54.0 244.348 0 17.7 0.0 54.0 243.976 0 17.7 ,15.417 •15.500 0.0 53.9 243.605 0 17.6 `.15.583 0.0 53.8 243.234 0 17.6 1 15.750 0.0 0.0 53.8 53.7 242.863 242.493 0 0 17.6 17.6 -'15.833 0.0 53.7 242.123 0 17.6 15.917 0.0 53.6 241.754 0 17.6 16.000 0.0 53.5 241.385 0- 17.6 16.083 0.0 53.5 241.016 0 17.6 `16.167 0.0 53.4 240.648 O 17.5 16.250 0.0 53.4 240.280 0 17.5 .333 0.0 53.3 239.913 0 17.5 _.,.417 0.0 53.2 239.546 0 17.5 16.500 0.0 53.2 239.180 0 17.5 16.583 ' 0.0 53.1 238.814 0 17.5 16.667 0.0 53.1 238.448 0 17.5 z 16.750 0.0 53.0 238.083 0 17.5 116.833 116.917 0.0 52.9 237.718 0 17.4 0.0 52.9 237.353 O 17.4 17.000 0.0 52.8 236.989 0 17.4 0.0 52.8 236.626 0 17.4 `17.083 17.167 0.0 52.7 236.262 0 17.4 :..17.250 0.0 52.7 235.899 0 17.4 17.333 0.0 52.6 235.537 0 17.4 17.417 0.0 52.5 235.175 0 17.4 ,17.500 0.0 52.5 234.813 0 17.3 17.583 0.0 52.4 234.452 0 17.3 - 0.0 52.4 234.091 O 17.3 '17.667 17.750 0.0 52.3 233.731 0 17.3 17.833 0.0 52.2 233.371 0 17.3 17.917 0.0 52.2 233.011 0 17.3 18.000 0.0 52.1 232.652 O 17.3 18,.083 0.0 52.1 232.293 0 17:3 18.167 0.0 52.0 231.935. 0 17,2 ;18:250- 0.0 52.0 231.577 0. 17,2 18.333 0.0 51.9 231.219 0 17,2 .417 0.0 51.8 230.862 0 17,2 0.0 51.8 230.505 0 17.2 118.500 18.583 0.0 51.7 230.149 0 17.2 18.667 0.0 51.7 229.793 0 17.2 18.750 18.833 0.0 0.0 51.6 51.6 229.437 229.082 0 0 17,2 17,2 0.0 51.5 228.727 0 17.1 0.0 51.4 228.372 0 17.1 0.0 51.4 228.018 0 17.1 0.0 51.3 227.665 0 17.1 0.0 51.3 227.311 0 17.1 0.0 51.2 226.958 0 17.1 0.0 51.2 226.606 0 17.1 0.0 51.1 226.254 0 17.1 0.0 51.0 225.902 0 17.0 0.0 51.0 225.551 0 17.0 0.0 50.9 225.200 0 17.0 0.0 50.9 224.849 0 17.0 0.0 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0 16.5 0.0 48.5 210.140 0 16.5 0.0 48.4 209.806 0 16.5 0.0 48.4 209.472 0 16.5 0.0 48.3 209.139 0 16.5 0.0 48.3 208.807 0 16.5 0.0 48.2 208.474 0 16.5 `23.917 0.0 48.2 208.142 0 16.4 24.000 24.083 0.0 0.0 48.1 .48.1 207.811 207.480 0 0 16.4 16.4 ."'.167 0.0 48.0 207.149 0 16.4 ..250 0.0 48.0 206.818 0 16.4 24.333 0.0 47.9 206.488 0 16.4 24.417 0.0 47.8 206.159 0 16.4 24.500 0.0 47.8 205.829 0 16.4 24.583 0.0 47.7 205.500 0 16.4 :24.667 0.0 47.7 205.172 0 16.3 =- 24.750 0.0 47.6 204.843 0 16.3 24.833 0.0 47.6 204.516 0 16.3 24.917 0.0 47.5 204.188 0 16.3 ?25.000 .0.0 47.5 203.861 0 16.3 25.083 0.0 47.4 203.534 0 16.3 25.167 0.0 47.4 203.208 0 16.3 `25.250 0.0 47.3 202.882 0 16.3 25.333 0.0 47.3 202.556 0 16.3 25.417 0.0 47.2 202.231 0 16.2 25.500 0.0 47.2 201.906 0 16.2 :.'25.583 0.0 47.1 201.581 0 16.2 25.667 25.750 .0.0 0.0 47.1 47.0 201.257 200.933 0 0 - 16.2 16.2 0.0 47.0 200.609 0 16.2 1::25.833 25.917 0.0 46.9 200.286 0 16.2 26.000 0.0 46.8 199.963 0 16.2 26.083 0.0 46.8 199.641 0 16.2 °26.167 0.0 46.7 199.319 0 16.2 26.250 0.0 46.7 198.997 0 16.1 .333 0.0 46.6 198.676 0 16.1 �a.417 0.0 46.6 198.355 0 16.1 26.500 26.583 0.0 0.0 46.5 46.5 198.034 197.714 0 0 16.1 16.1 -.:26.667 0.0 46.4 197.394 0 16.1 26.750 0.0 46.4 197.074 0 16.1 26.833 .0.0 46.3 196.755 0 16.1 2.6.917 0.0 46.3 196.436 0 16.1 = 27.000 0.0 46.2 196.117 0 16.0 27.083 0.0 46.2 195.799 0 16.0 27.167 0.0 46.1 195.481 0 16:0 27.250 0.0 46.1 195.164 0 16.0 27.333 0.0 46.0 194.847 0 16.0 27.417 0.0 46.0 194.530 0 16.0 27.500 0.0 46.0 194.213 0 16.0 27.583 0.0 45.9 193.897 0 16.0 27.667 0.0 45.9 193.581 0 16.0 27.750 0.0 45.8 193.265 0 15.9 -`27.833 0.0 45.8 192.949 0 15.9 27.917 0.0 45.8 192.634 0 15.9 28.000 0:0 45.7 192.319 0 15.9 .,28.083 0.0 45.7 192.004 0 15.9 28.167 0.0 45.7 191.689 0 15.9 128.250 0.0 45.6 191.375 0' 15.9 98.333 0.0 45.6 191.061 0 15.9 .417 0.0 45.6 190.747 0 15.8 0.0 45.5 190.433 0 15.8 ',&8.500 28.583 0.0 45.5 190.119 0 15.8 -,28.667 0.0 45.5 189.806 .0 15.8 28.750 28.833 0.0 0.0 45.4 45.4 189.493 189.180 0 0 15.8 15.8 ' 28.917 0'.0 45.4 188.868 O 15.8 29.000 0.0 45.3 188.555 0 15.8 29.083 0.0 45.3 - 188.243. 0 15.7 "').167 0.0 45.3 187.931 0 15.7 .250 0.0 45.2 187.620 0 15.7 29.333 0.0 45.2 187.308 0 15,7 29.417 0.0 45.2 186.997 0 15.7 `29.500 0.0 45.1 186.686 0 15.7 29.583 0.0 45.1 186.375 0 15.7 29.667 0.0 45.1 186.065 0 15.7 ...;29.750 0.0 45.0 185.755 0 15.6 29.833 0.0 45.0 185.445 0 15.6 29.917 0.0 45.0 185.135 0 15.6 30.000 0.0 44.9 184.825 0 15.6 30.083 0.0 44.9 184.516 0 15.6 30.167 0.0 44.9 184.207 0 15.6 :;30.250 0.0 44.8 183.898 0 15.6 30.333 0.0 44.8 183.589 O 15.6 0.0 44.8 183.281 0 15.6 ,30.417 .30.500 0.0 44.7 .182.973 0 15.5 '30.583 0.0 44.7 182.665 0 15.5 30.667 0.0 44.7 182.357 0 15.5 1 30.750 0.0 44.6 182.050 0 15.5 30.833 0.0 44:6 181.742 0 15.5 30.917 0.0 44.6 181.435 0 15.5 31.000 0.0 44.5 181.129 0 15.5 31.083 0.0 44.5 180.822 0 15.5 `31.167 0.0 44.5 180.516 0 15.4 31.250 0.0 44.4 180.210 0 15.4 .333 0.0 44.4 179.904 0 15.4 . -x.417 0.0 44.4 179.598 0 15.4 31.500 0.0 44.3 179.293 0 15.4 31.583 0.0 44.3 178.988 0 15.4 31.667 0.0 44.3 178.683 0 15.4 31.750 0.0 44.2 178.378 0 15.4 31.833 0.0 44.2, 178.073 0 15.4 ..31.917 0.0 44.2 177.769 0 15.3 32.000 0.0 44.1 177.465 0 15.3 32.083 32.167 0.0 0.0 44.1 44.1 177.161 176.858 0 0 15.3 15.3 32..250 0.0 44.0 176.554 -0 15.3 32.333 0.0 44.0 176.251 0 15.3 '32.417 0.0 44.0 175.948 0 15.3 ,32.500 0.0 43.9 175.646 0 15.3 32.583 0.0 43.9 175.343 0 15.2 32.667 0.0 43.9 175.041 0 15.2 .32.750 0.0 43.8 174.739 0 15.2 ,32.833 0.0 43.8 174.437 0 15.2 32.917 0.0 43.8. 174.136 0 15.2 33.000 0.0 43.7 173.834 0 15.2 33.083 0.0 43.7 173.533 0 15.2 33.167 0.0 43.7 173.232 0 15.2 33:250 0.0 43.6 172.932 0 15.2 3.333 0.0 43.6 172.631 0 15.1 .417 0.0 43.6 172.331 0 15.1 0.0 43.5 172.031 0 15.1 '.3.500 33.583 0.0 43.5 171.731 0' 15.1 33.667 0.0 43.5 171.432 0 15.1 33.750 0.0 43.4 171.133 0 15.1 133.833 0.0 43.4 170.834 0 15.1 0.0 43.4 170.535 0.- 15.1 0.0 43.3 170.236 O 15.1 0.0 43.3 169.938 0 15.0 0.0 43.3 169.640 0 15.0 0.0 43.2 169.342 0 15.0 0.0 43.2 169.044 0 15.0 0.0 43.2 168.746 0 15.0 0.0 43.1 168.449 0 15.0 0.0 43.1 168.152 0 15.0 0.0 43.1 167.855 0 15.0 0.0 43.1 167.559 0 14.9 0.0 43.0 167.262 0 14.9 0.0 43.0 166.966 0 14.9 0.0 43.0 166.670 0 14.9 0.0 42.9 166.374 0 14.9 0.0 42.9 166.079 0 14.9 0.0 42.9 165.783 0 14.9 0.0 42.8 1.65.488 0 14.9 0.0 42.8 165.194 0 14.9 0.0 42.8 164.899 0 14.8 0.0 42.7 164.605 0 14.8 0.0 42.7 164.310 0 14.8 0.0 42.7 164.016 0 14.8 0.0 42.6 163.723 0 14.8 0.0 42.6 163.429 0 14.8 0.0 42.6 163.136 0 14.8 0.0 42.5 162.843 0 14.8 0.0 42.5 162.550 0 14.8 0.0 42.5 162.257 0 14.7 0.0 42.4 161.965 0 14.7 0.0 42.4 161.673 0 14.7 0.0 42.4 161.381 0 14.7 0.0 42.3 161.089 0 14.7 0.0 42.3 160.797 0 14.7 0.0 42.3 160.506 0 14.7 0.0 42.3 160.215 0 14.7 0.0 42.2 159.924 0 14.7 0.0 42.2 159.633 0 14.6 0.0 42..2 159.343 0 14.6 0.0 42.1 159.052 0 14.6 0.0 42.1 158.762 0 14.6 0.0 42.1 158.473 0 14.6 0.0 42.0 158.183 0 14.6 0.0 42.0 157.894 0 14.6 0.0 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34.5 118.170 0 12.9 :50.000 0.0 34.4 117.933 0 12.9 50.083 0.0 34.4 117.696 0 12.9 50.167 0.0 34.3 117.459 0 12.8 :50.250 0.0 34.3 117.223 0 12.8 `50.333 0.0 34.2 116.987 0 12.8 0.0 34.1 116.752 0 12.8 ,50.417 :50.500 0.0 34.1 116.517 0 12.8 .50.583 0.0 34.0 116.282 0 12.8 50.667 0.0 34.0 116.048 0 12.8 50.750 0.0 33.9 115.814 0 12.8 50.833 0.0 33.9 115.581 0 12.8 50.917 0.0 33.8 115.348 0 12.7 51.000 0.0'' 33.8 115.115 0 12.7 51.083 0.0 33.7 114.883 0 12.7 :51.167 0.0 33.6 114.651 0 12.7 51.250 0.0 33.6 114.419 0 12.7 .333 0.0 33.5 114.188 0 12.7 _x.417 0.0 33.5 113.958 0 12.7 51.500 ' 0.0 33.4 113.727 0 12.7 51.583 0.0. 33.4 113.497 0 12.7 51.667 0.0 33.3 113.267 0 12.7 51.750 0.0 33.3 113.038 0 12.6 51.833 0.0 33.2 112.809 0 12.6 1 '51.917 0.0 33.2 112.581 0 12.6 52.000 0.0 33.1 112.353 0 12.6 52.083 0.0 33.0 112.125 0 12.6 52.167 0.0 33.0 111.898 0 12.6 ,52..250 0.0 32.9 111.671 0 12.6 52.333 0.0 32.9 111.444 0 12.6 52.417 0.0 32.8. 111.218 0 12.6 52.500 0.0 32.8' 110.992 0 12.5 52.583 0.0 32.7 110.766 0 12.5 52.667. 0.0 32.7 110.541 0 12.5 52.750 0.0 32.6 110.316 0 12.5 52.833 0.0 32.6 110.092 0 12.5 52.917 0.0 32.5 109.868 0 12.5 '53.000 0.0 32.5 109.644 0 12.5 53.083 0.0 32.4 109.421 0 12.5 53.167 0.0 32.3 109.198 0 12.5 0.0 32.3 108.975 0 12.5 1,53.250 53.333 0.0. 32.2 108.753 0 12.4 .417 0.0 32.2 108.531 0 12.4 0.0 32.1 108.310 0 12.4 ,..3.500 53.583 0.0 32.1 108.088 0 12.4 53.667 0.0 32.0 107.868 0 12.4 53.750 0.0 32.0 107.647 0 12.4 53.833 0.0 31.9 107.427 0 12.4 ' X31.9 33.917 0.0 107.208 0 12.4 54.000 0.0 31.8 106.988 0 12.4 54.083 0.0 31.8 106.769 0 12.4 ''.167 0.0 31.7 106.551 0 12.3 ..250 0.0 31.7 106.332 0 12.3 .54.333 0.0 31.6 106.115 0 12.3 14.417 0.0 31.6 105.897 0 12.3 54.500 0.0 31.5 105.680 0 12.3 54.583 0.0 31.5 105.463 0 12.3 X4.667 0.0 31.4 105.247 0 12.3 0.0 31.4 105.030 O 12.3 54.833 0.0 31.3 104.815 0 12.3 X4.917 0.0 31.3 104.599 0 12.3 :55.000 0.0 31.2 104.384 0 12,2 55.083 0.0 31.1 104.170 0 12,2 55.167 0.0 31.1 103.955 0 12.2 55.250 0.0 31.0 103.741 0 12,2 55.333 0.0 31.0 103.528 0 12,2 55.417 0.0 30.9 103.314 O 12,2 55.500 0.0 30.9 103.101 0 12.2 -5.583 0.0 30.8 102.889 0 12,2 55.667 0.0 30.8 102.676 0 12,2 55.750 0.0 30.7 102.465 0 12,2 .55.833 0.0 30.7 102.253 0 12.1 55.917 0.0 30.6 102.042 0 12.1 56.000 0.0 30.6 101.831 0 12.1 56.083 0.0 30.5 101.620 0 12.1 56.167 0.0 630.5 101.410 0 12.1 56.250 0.0 30.4 101.200 0 12.1 .333 0.0 30.4 100.991 0 12.1 --0.417 0.0 30.3 100.782 0 12.1 0.0 30.3 100.573 0 12.1 156,500 56.583 0.0 30.2 100.365 0 12.1 56.667 0.0 30.2 100.156 0 12.1 56.750 0.0 30.1 99.949 0 12.0 56.833 0.0 30.1 99.741 0 12.0 ,' 56.917 0.0 30.0 99.534 0 12.0 57.000 0.0 30.0 99.327 0 12.0 57.083 57.167 0.0 0.0 .29.9 29.9 99.121 98.915 0 0 12.0 12.0 57.250 0.0 29.8 98.709 0 12.0 57.333 0.0 29.8 98.504 0 12.0 37.417 0.0 29.7 98.299 0 12.0 57.500 0.0 29.7' 98.094 0 11.9 57.583 0.0 29.6 97.890 0 11.9 0.0 29.6 97.686 0 11.9 13.7.667 ? 7.750 0.0 29.5 97.483 0 11.9 57.833 0.0 29.5 97.280 0 11.9 0.0 29.4 97.077 0 11.9 157,917 X8.000 0.0 29.4 96.875 0 11.9 58.083 0.0 29.3 96.673 0 11.9 58.167 0.0 29.2 96.471 0 11.9 58:250 0.0 29.2 96.270 0 11.8 88.333 0.0 29.1 96.069 0 11.8 .417 0.0 29.1 95.869 0 11.8 0.0 29.0 95.668 0 11.8 1X8.500 58.583 0.0 29.0 95.469 0 11.8 58.667 0.0 28.9 95.269 0 11.8 58.750 0.0 28.9 95.070 0 11.8 ,58.833 0.0 28.8 94.871 0 11.8 ' 0.0 27.1 88.515. 0 0 '58.917 .0.0 28.8 94.673 0 0 85.931 0 11.7 61.750 59.000 0.0 28.7 94.475 0 85.749 0 11.4 62.083 11.7 26.8 59.083 0.0 28.7 94.278 0 11.3 11.7 ^1.167 0.0 28.6 94.080 0 0.0 26.8 87.215 0 11.7 63.083 .250 0.0 28.6 93.883 0 87.030 0 11.2 11.7 11.3 59.333 0.0 28.5 93.687 0 11.2 11.3 11.7 26.2 59.417 0.0 28.5 93.491 0 11.2 63.333 0.0 11.7 "59.500 0 0.0 28.4 93.295 0 .417 0.0 26.1 11.7 0 59.583 0.0 28.4 93.100 0 ,3.500 0.0 0.0 26.0 26.0 84.305 84.126 11.7 59.667 0.0 28.3 92.904 0 0.0 25.9 83.947 0 11.6 59.750 0.0 28.2. 92.710 0 25.9 83.769 0 11.6 59.833 0.0 28.2 92.515 0 83.591 0 11.6 11.1 0.0 28.1 92.321 0 11.6 l"59.917 .60.000 0.0 28.1 92.128 O 11.6 60.083 0.0 28.0 91.934 O 1.1.6 0.0 28.0 91.741 0 11.6 ,60.167 .60.250 0.0 27.9 91.549 0 11.6 '60.333 0.0 27.9 91.357 0 11.6 60.417 0.0 27.8 91.165 0 11.5 60.500 0.0 27.8 90.973 0 11.5 x..60.583 0.0 27.7 90.782 O 11.5 60.667 0.0 27.7 90.591 0 11.5 60.750 0.0 27.6 90.401 0 11.5 60.833 0.0 27.6 90.210 0 11.5 60.917 0.0 .27.5 90.021 0 11.5 0.0 27.5 89.831 0 11.5 (61.000 :61.083 0.0 27.4 89.642 0 11.5 -61.167 0.0 27.4 89.453 0 11.4 61.250 0.0 27.3 89.265 0 11.4 .333 0.0 27.3 89.077 0 11.4 Y... x.417 0.0 27.2 88.889 0 11.4 61.500 0.0 27.2 88.702 0 11.4 61.583 0.0 27.1 88.515. 0 0 11.4 61.667 0.0 27.1 88.328 0 85.931 0 11'.4 61.750 0.0 27.0 88.141 0 26.4 85.749 0 11.4 61.833 0.0 27.0 87.955 0 0 11.4 ,61.917 0.0 26.9 87.770 0 85.931 0 11.3 62.000 0.0 26.9 87.584 0 26.4 85.749 0 11.3 62.083 0.0 26.8 87.399 0 0.0 26.4 85.568 11.3 11.2 63.000 0.0 26.3 85.386 62.167 0.0 26.8 87.215 0 63.083 0.0 11.3 .62.250 0.0 26.7 87.030 0 11.2 63.167 11.3 62.333 0.0 26.7 86.846 0 11.2 11.3 62..417 0.0 26.6 86.663 0 11.3 62.500 0.0 26.6 86.479 0 11.3 62.583 0.0 26.5 86.296 0 11.3 62.667 0.0 26.5 86.114 0 11.2. 62.750 0.0 26.5 85.931 0 11.2 62.833 0.0 26.4 85.749 0 11.2 62.917 0.0 26.4 85.568 O 11.2 63.000 0.0 26.3 85.386 0 11.2 63.083 0.0 26.3 85.205 0 11.2 63.167 0.0 26.2 85.025 0 11.2 63.250 0.0 26.2 84.844 0 11.2 63.333 0.0 26.1 84.664 0 11.2 .417 0.0 26.1 84.485 0 11.2 i63.583 ,3.500 0.0 0.0 26.0 26.0 84.305 84.126 0 0 11.1 11.1 63.667 0.0 25.9 83.947 0 11.1 63.750 0.0 25.9 83.769 0 11.1 63.833 0.0 25.8 83.591 0 11.1 1 63.917 0.0 25.8 83.413 0 11.1 64.000 64.083 0.0 0.0 25.7 25.7 83.236 83.059 0 0 11.1 11.1 "4.167 0.0 25.6 82.882 0 11.1 .250 0.0 25.6 82.706 0 11.0 64.333 0.0 25.5 82.530 0 11.0 :64.417 0.0 25.5 82.354 0 11.0 "64.500 0.0 25.5 82.178 0 11.0 64.583 0.0 25.4 82:003 0 11.0 64.667 0.0 25.4 81.828 0 11.0 64.750 0.0 25.3. 81.654 0 11.0 64.833 0.0 25.3 81.480 0 11.0 64.917 0.0 25.2 81.306 0 11.0 .!65.000 0.0 25.2 81.132 0 11.0 65.083 0.0 25.1 80.959 0 10.9 65.167 0.0 25.1 80.786 0 10.9 ,65.250 0.0 25.0 80.613 0 10.9 `65.333 0.0 25.0 80.441 0 10.9 65.417 0.0 24.9 80.269 0 10.9 :65.500 0.0 24.9 80.098 0 10.9 :.:65.583 0.0 24.9 79.926 0 10.9 65.667 0.0 24.8 79.755 0 10.9 65.750 0.0 24.8. 79.584 0 10.9 65.833 0.0 24.7 79.414. 0 10.9 k 65.917 0.0 24.7 79.244 0 10.8 66.000 0.0 24.6 79.074 0 10.8 6 0.0 24.6 78.905 O 10.8 ;66.167 0.0 24.5 78.735 0 10.8 66.250 0.0 24.5 78.567 O 10.8 .333 0.0 24.5 78.398 0 10.8 ,:_.,.417 0.0 24.4 78.230 0 10.8 66.500 0.0 24.4 78.062 0 10.8 66.583 0.0 24.3 77.894 0 10.8 !..,66. 66.667 0.0 24.3 77.727 O 10.8 66.750 0.0 24.2 77.560 0 10.7 66.833 0.0 24.2 77.393 0 10.7 1 66.917 0.0 24.1 77.227 0 10.7 67.000 0.0 24.1 77.061 0 10.7 67.083 0.0 24.1 76.895 0 10.7 '67.167 0.0 24.0 76.729 O 10.7 67.250 0.0 24.0 76.564' 0 10.7 67.333 0.0 23.9 76.399 0 10.7. 67.417 0.0 23.9 76.235 O 10.7 67:500 0.0 23.8 76.070 O 10.7 67.583 0.0 23.8 75.906 0 10.7' 0.0 23.7 75.743 0 10.6 ,67.667 67.750 0.0 23.7 75.579 0 10.6 .67.833 0.0 23.7 75.416 0 10.6 67.917 68.000 0.0 0.0 23.6 23.6 75.253 75.091 0 0 10.6 10.6 ,:68.083 0.0 23.5 74.929 0 10.6 68.167 0.0 23.5 74.767 0 10.6 68.250 0.0 23.4 74.605 0 10.6 68.333 0.0 23.4 74.444 0 10.6 .417 0.0 23.4 74.283 0 10.6 ..3.500 0.0 23.3 74.122 O 10.5 68.583 0.0 23.3 73.962 0 10.5 68.667 0.0 23.2 73.802 O 10.5 68 -750 0.0 23.2 73.642 0 10:5 68.833 0.0 23.1 73.482 0 10.5 ,68.917 0.0 23.1 73.323 0 10.5 69.000 0.0 23.1 73.164 0 10.5 69.083 0.0 23.0 73.005 0 10.5 'q.167 0.0 23.0 72.847 0 10.5 .250 0.0 22.9 72.689 0 10.5 69.333 0.0 22.9 72.531 0 10.5 :69.417 0.0 22.9 72.373 0 10.4 °`69.500 0.0 22.8 72.216 0 10.4 69.583 0.0 22.8 72.059 0 10.4 69.667 0.0 22.7 71.902 0 10.4 ,69.750 0.0 22.7 71.746 0 10.4 69.833 0.0 22.6 71.590 0 10.4 69.917 0.0 22.6 71.434 0 10.4 _70.000 0.0 22.6 71.279 0 10.4 70.083 0.0 22.5 71.123 0 10.4 70.167 0.0 22.5 70.968 0 10.4 t ;70.250 0.0 22.4 70.814 0 10.4 7.0.333 0.0 22.4 70.659. 0 10.3 70.417 0.0 22.4 70.505 0 10.3 ;70.500 0.0 22.3 70.351 0 10.3 .70.583 0.0 22.3 70.198 0 10.3 70.667 0.0 22.2 70.045 0 10.3 70.750 0.0 22.2 69.892 0 10.3 70.833 0.0 22.2 69.739 0 10.3 70.917 0.0 22.1 69.586 0 10.3 -71.083 0.0 22.1 69.434 0 10.3 t71.000 0.0 22.0 `69.282 0 10.3 t;71.167 0.0 22.0 69.131 0 10.3 71.250 0.0 22.0 68.979 0 10.2 .333 0.0 21.9 68.828 0 10.2 ,;.x.417 0.0 21.9 68.678 0 10.2 71.500 0.0 21.8 68.527 0 10.2 71.583 0.0 21.8 68.377 0 10.2 :71.667 0.0 21.8 68.227 0 10.2 ` 71.750 0.0 21.7 68.077 0 10.2 0.0 21.7 67.928 0 10.2 '71.833 71.917 0.0 21.6 67.779 0 10.2 x'72.000 0.0 21.6 67.630 0 10.2 72.083 ' 72.167 0.0 0.0 21.6 21.5 67.481 67.333 0 0 10.2 10.2 72.250 0.0 21.5 67.185 0 10.1 72.333 0.0 21.4 67.037 0 10.1 172.417 .72.500 0.0 21.4 66.890 0 10.1 0.0 21.4 66.742 0 10.1 72.583 0.0 21.3 66.595 0 10.1 72.667 0.0 21.3 66.449 0 10.1 ;72.750 0.0 21.2 66.302 0 10.1 72.833 0.0 21.2 66.156 0 10.1 72.917 0.0 21.2 66.010 0 10.1 73.000 0.0 21.1 65.865 0 10.1 ,,73.083 0.0 21.1 65.719 0 10.1 73.167 0.0 21.0 65.574 0 10.0 0.0 21.0 65.429 0 10.0 ,73.250 0.0 21.0 65.285 0' 10.0 .417 0.0 20.9 65.141 0 10.0 0.0 20.9 64.996 0 10.0 '3.500 73.583 0.0 20.9 64.853 0 10.0 73.667 0.0 20.8 64.709 0 10.0 73.750 0.0 20.8 64.566 0 10.0 73.833 0.0 20.7 64.423 0 10.0 /4.333 0.0 20.5 63.571 0 9.9 :74.417 0.0 20.4 63.430 0 9.9 "74.500 0.0 20.4 63.290 0 9.9 74.583 0.0 20.4 63.149 0 0 9.4 78.583 73.917 0.0 20.7 64.280 0 10.0 60.266 74.000 0.0 20.7 64.138 0 10.0 62.870 74.083 0.0 20.6 63.996 0 9.9 0.0 74.167 0.0 20.6 63.854 0 9.9 9.8 .250 0.0 20.5 63.713 O 9.9 /4.333 0.0 20.5 63.571 0 9.9 :74.417 0.0 20.4 63.430 0 9.9 "74.500 0.0 20.4 63.290 0 9.9 74.583 0.0 20.4 63.149 0 0 9.4 78.583 9.9 74.667 0.0 20.3 63.009 0 60.266 0 18.4 9.9 6_,74.750 0.0 20.3 62.870 0 19.5 60.132 0 9.9 77.917 0.0 20.2 62.730 0 0.0 19.4 59.998 9.8 l.74*833 74.917 0.0 20.2 62.591 0 76.583 0.0 19.4 9.8 :75.000 0.0 20.2 62.452 0 76.667 0.0 9.8 L 75.083 0.0 20.1 62.313 0 9.6 "76.750 9.8 75.167 0.0 20.1 62.175 0 9.6 9.8 75.250 0.0 20.0 62.037. 0 9.6 9.8 75.333 0.0 20.0 61.899 0 9.8 75.417 0.0 20.0 61.761 0 0 9.8 35.500 0.0 19.9 61.624 0 59.067 58.935 0 0 9.8 75.583 0.0 19.9 61.487 0 19.1 58.804 0 9.7 75.667 0.0 19.8 61.350 0 0.0 19.1 58.672 9.7 75.750 0.0 19.8 61.214 O 9.7 7 0.0 19.8 61.077 0 9.7 ` 75.917 0.0 19.7 60.942 0 9.7 76.000 0.0 19.7 60.806 0 9.7 76.083 0.0 19.6 60.671 0 9.7 t''- 76.167 0.0 19.6 60.535 0 9.7 77.417 0.0 19.0 58.541 .0 9.5 ,77.500 0.0 19.0 58.411 0 9.5 77.583 0.0 18.9 58.280 0 9.5 76.250 0.0 19.6 60.401 0 9.4 78.583 9.5 9.7 0.0 .333 0.0 19.5 60.266 0 18.4 9.5 :77.833 9.7 18.8 .417 0.0 19.5 60.132 0 9.5. 77.917 0.0 9.6 57.760 76.500 0.0 19.4 59.998 0 78.000 0.0 18.7 9.6 O 76.583 0.0 19.4 59.864 0 0.0 18.7 57.502 9.6 76.667 0.0 19.4 59.731 0 18.7 57.374 O 9.6 "76.750 0.0 19.3 59.597 0 9.6 76.833 0.0 19.3 59.464 0 9.6 76.917 0.0 19.2 59.332 0 9.6 77.000 0.0 19.2 594199 0 9.6 77.083 77.167 0.0 0.0 .19.2 19.1 59.067 58.935 0 0 9.6 9.6 ..77.250 0:0 19.1 58.804 0 9.5 77.333 0.0 19.1 58.672 0 9.5 77.417 0.0 19.0 58.541 .0 9.5 ,77.500 0.0 19.0 58.411 0 9.5 77.583 0.0 18.9 58.280 0 9.5 78..250 0.0 18.6 57.245 0 9.4 78.333 0.0 18.6 57.117 0 9.4 -1.417 0.0 18.6 56.989 0 9.4 5.500 0.0 18.9 58.150 0 9.4 78.583 9.5 '77.667 ,77.750 0.0 18.9 58.020 0 78.667 0.0 18.4 9.5 :77.833 0.0 18.8 57.890 0 18.4 56.480 0 9.5. 77.917 0.0 18.8 57.760 O 0 9.4 9.5 78.000 0.0 18.7 57.631 O 9.5 78.083 0.0 18.7 57.502 0 9.4 78.167 0.0 18.7 57.374 O 9.4 78..250 0.0 18.6 57.245 0 9.4 78.333 0.0 18.6 57.117 0 9.4 -1.417 0.0 18.6 56.989 0 9.4 5.500 0.0 18.5 56.861 0 9.4 78.583 0.0 18.5 56.734 0 9.4 78.667 0.0 18.4 56.607 0 9.4 78.750 0.0 18.4 56.480 0 9.4 ' 78.833 0.0 18.4 56.353 0 9.4 '80.167 0.0 17.8 54.361 0 9.2 80.250 0.0 17.8 54.239 0 9.2 80.333 0.0 17.7 54.116 0 9.2 80.417 0.0 17.7 53.995 0 9.2 78.917 0.0 18.3 56.227 0 0 9.3 79.000 0.0 18.3 56.101 0 53.752 0 9.3 79.083 0.0 18.3 55.975 0 17.6 53.630 0 9.3 79.167 0.0 18.2 55.849 0 0.0 17.5 53.509 9.3 .250 0.0 18.2 55.724 0 80.833 0.0 17.5 9.3 0 0.0 18.2 55.599 0 80.917 0.0 9.3 '/9..333 79.417 0.0 18.1 55.474 0 9.1 81.000 9.3 17.4 79.500 0.0 18.1 55.349 0 9.1 1 : 9.3 0.0 79.583 0.0 18.0 55.225 0 9.1 9.3 81.167 79.667 0.0 18.0 55.101 0 9.3 :79.750 0.0 18.0 54.977 0 9.2 9.1 79.833 0.0 17.9 54.853 0 0 9.2 79.917 0.0 17.9 54.730 0 52.551 0 9.2 80.000 0.0 17.9 54.607 0 17.2 52.432 0 9.2 80.083 0.0 17.8 54.484 0 0.0 17.2 52.314 9.2 '80.167 0.0 17.8 54.361 0 9.2 80.250 0.0 17.8 54.239 0 9.2 80.333 0.0 17.7 54.116 0 9.2 tRemaining water in basin = 49.82 (Ac.Ft) I****************************HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** 80.417 0.0 17.7 53.995 0 9.2 80.500 0.0 17.6 53.873 0 9.2 1:80.583 0.0 17.6 53.752 0 9.2 80.667 0.0 17.6 53.630 0 9.1 80.750 0.0 17.5 53.509 0 9.1 80.833 0.0 17.5 53.389 0 9.1 80.917 0.0 17.5 53.268 0 9.1 81.000 0.0 17.4 53.148 0 9.1 1 : 81.083 0.0 17.4 5.3.028 0 9.1 81.167 0.0 17.4 52.909 0 9.1 0.0 17.3 52.789 0 9.1 1.81*250 '.333 0.0 17.3 52.670 0 9.1 ..417 0.0 17.3 52.551 0 9.1 81.500 0.0 17.2 52.432 0 9.1 1:81.583 0.0 17.2 52.314 0 9.0 81.667 0.0 17.2 52.195 0 9.0 `81.750 0.0 17.1 52.077 0 9.0 81.833 0.0 17.1 51.960 0 9.0 81.917 0.0 17.1 51.842 0 9.0 82.000 0.0 17.0 51.725 0 9.0 82.083 0.0 17.0 51.608 0 9.0 82.167 0.0 16.9 51.491 0 9.0 82.250 0.0 16.9 51.374 0 9.0 82.333 0.0 16.9 51.258 0 9.0 82.417 0.0 16.8 51.142 0 9.0 8 0.0 16.8 51.026 0 8.9 82.583 0.0 16.8 50.910 0 8.9 0.0 16.7 50.795 0 8.9 182.667 82.750 0.0 16.7 50.679 0 8.9 82.833 0.0 16.7 50.564 0 8.9 82.917 0.0 16.6 50.450 0 8.9 83.000 0.0 16.6 50.335 0 8.9 83.083 0.0 16.6 50.221 0 8.9 83.167 0.0 16.5 50.107 0 8.9 0.0 16.5 49.993 0 8.9 '83.250 83.333 0.0 16.5 49.879 0 8.9 tRemaining water in basin = 49.82 (Ac.Ft) I****************************HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals.= 1001 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 57.5 (CFS) Total volume = 246.77 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0..000 0.000 0.000 .0.000