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A;i''.--Yt,.c1 P''l 'a lr.,; 4�t �`'d' ":'� r,�r,' � � yrk� ^• r, t],..ry = a 'i' i _ } ; K " •t:•iR•;.�,,,. ? +, t , iL - {, i 1 t 1 1 1 1 1 1 1 1 1 HYDROLOGY/HYDRAULIC REPORT for the LA QUINTA AUTO MALL IN THE CITY OF LA QUINTA PARCELS 1, 2 & 3 OF PARCEL MAP 28525 -1 PREPARED BY: THE KEITH COMPANIES, INC. PREPARED FOR: CHRYSLER, MAZDA, NISSAN March, 1999 �R?,. SS /ON X40 S SOy�gl F` Prepared under the supervision of: � No. 46188 w Exp. 12/31/02 Kris R. Schulze s� CIV\ RCE 46188 9TF OF C \F TABLE OF CONTENTS I. INTRODUCTION PURPOSE AND SCOPE DESIGN CRITERIA SUMMARY AND CONCLUSIONS II. HYDROLOGY ANALYSIS A. HYDROLOGY OVERVIEW B. PEAK RUNOFF AREA SUMMARY RATIONAL CALCULATIONS C. RETENTION BASIN SIZING CALCULATIONS III. HYDRAULIC ANALYSIS A. CATCH BASIN SIZING CALCULATIONS B. CURB INLET SIZING EQUATIONS APPENDICES ON SITE HYDROLOGY MAP RIVERSIDE COUNTY HYDROLOGY PLATES FEDERAL HIGHWAY ADMINISTRATION INLET SIZING NOMOGRAPH SECTION I INTRODUCTION PURPOSE AND SCOPE DESIGN CRITERIA SUMMARY AND CONCLUSIONS I 28Szs- PURPOSE AND SCOPE The purpose and scope of this project is to provide a hydrology and hydraulic analysis for the La Quinta Auto Mall commercial project located in the City of La Quinta, California. The project is comprised of 3 parcels. Parcel 1 (4.55 acres), Parcel 2 (3.45 acres), and Parcel 3 (3.58 acres) are located on Highway 111 between Adams Street, La Quinta Centre Drive, and Auto Centre Drive per Parcel Map 28525 -1. This report includes: 1. The determination of on -site drainage areas. A hydrology map for the project site is included in the Appendix. 2. Determination of peak flow rates using the Riverside Rational Method. Peak flow rates for the 100 year — 1 hour storm event will be used for catch basin and storm drain sizing. 3. Determination of flood volumes for t � e 100 year — 24 hour event using Riverside County Unit Hydrograph Method. 0n4Ae_(etention will.be'sized to accommodate these flood volumes. The City of La Quinta City Council has resolved that no more than 40% of the on -site runoff produced by the 100year — 24 hour event may be collected in retention areas bordering Highway 111. The hydrology analysis will show that the proposed design meets the criteria set by the City Council. ° 1 DESIGN CRITERIA Peak flow rates for the 100 -year storm events have been calculated using the Riverside County Rational Method and CivilCadd /Civildesign rational software. " The following parameters were used in the preparation of the analysis: • 2 year —1 hour storm: 0.48 inches • 100 year — 1 hour storm: 1.62 inches • Slope of intensity duration curve: 0.59 • Hydrologic Soil Type "A" • Commercial Development Total Adjusted Storm — 24 hour 4.50 inches • . Maxwell IV Drywell percolation rate 0.25 cfs �. Catch basin sizing and pipe sizing are based on the peak flows from the 100 year — 1 hour storm event. Retention basin sizing is based upon the flood volume from the 100 year — 24 hour event. SUMMARY AND CONCLUSIONS Storm flow runoff is directed via street conveyance and catch basins to retention areas located along Highway 111 and Auto Centre Drive, at the North and South Sides of the project respectively. A series of Maxwell IV drywell systems are used in order to reduce the required storage capacity of the retention areas. The 100 year — 24 hour event produces a total volume of 98,132 cu. ft. of runoff. During an event of this magnitude, a maximum of 10.3% (10115 cu. ft.) of the total runoff would be collected by the retention areas bordering Highway 111. The remainder of the runoff would be collected in retention areas along Auto Centre Drive, and by the Maxwell IV drywell systems. 1 DESIGN CRITERIA Peak flow rates for the 100 -year storm events have been calculated using the Riverside County Rational Method and CivilCadd /Civildesign rational software. The following parameters were used in the preparation of the analysis: • 2 year —1 hour storm: 0.48 inches • 100 year —1 hour storm: 1.62 inches • Slope of intensity duration curve: 0.59 • Hydrologic Soil Type "A" • Commercial Development Total Adjusted Storm.- 24 hour 4.50 inches • . Maxwell IV Drywell percolation rate 0.25 cfs Catch basin sizing and pipe sizing are based on the peak flows from the 100 year -1 hour storm event. Retention basin sizing is based upon the flood volume from the 100 year — .. 24 hour event. SUMMARY AND CONCLUSIONS Storm flow runoff is directed via street conveyance and catch basins to retention areas located along Highway 111 and Auto Centre Drive, at the North and South Sides of the project respectively. A series of Maxwell IV drywell systems are used in order to reduce the required storage capacity of the retention areas. The 100 year — 24 hour event produces a total volume of 98,132 cu. ft. of runoff. During an event of this magnitude, a maximum of 10.3% (10115 cu. ft.) of the total runoff would be collected by the retention areas bordering Highway 111. The remainder of the runoff would be collected in retention areas along Auto Centre Drive, and by the Maxwell IV drywell systems. 1 1 1 1 1 1 1 1 1 1 i 1 1 1 i 1 1 1 1 0 SECTION II HYDROLOGY ANALYSIS HYDROLOGY OVERVIEW PEAK RUNOFF AREA SUMMARY RATIONAL CALCULATIONS RETENTION BASIN SIZING 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 HYDROLOGY OVERVIEW The hydrology was reviewed for the 10 and 100 year storm events. Peak run off rates was derived using the Riverside County Rational Method (Riverside County Flood Control and Water Conservation District 1978 Manual) and engineering software from Civil /CADD /Civil Design. Total run off volumes for the 24 -hour - 100 -year event was derived using the Riverside County Unit Hydrograph Method. The following parameters were used for the rational calculations: One Hour Precipitation Rainfall Intensity Plate 2 year 0.48 inches D -4.3 100 year 1.62 inches D -4.4 5 year 0.76 inches D -4.5 10 year 0.96 inches D-4.5 25 year 1.20 inches D -4.5 50 year 1.42 inches D -4.5 Slope of Intensity Duration Curve = 0.59 (Plate D -4.6) The following parameters were used for the unit hydrograph calculations: Total Adjusted Storm - 4.8 inches Plate E -5.6 Soil Group A - Plate C -1 RI number - Plate E -6.1 Pervious Areas taken from Plate E -6.2 Percent of Impervious Area - Plate D -6.3 Percolation Rate per each Drywell — 0.25 cfs (see Appendices) 1 I AREA SUMMARIES 1 i 1 1 r 1 1 s 1 1 1 1 1 1 1 LA QUINTA AUTO MALL PARCELS 1, 2 & 3 PARCEL MAP 28525 -1 RATIONAL SUMMARY: 100 Year - 1 -Hour Storm Event NODE SUB -AREA TYPE FLO (Qloo) ACREAGE 1110 P1 -1 Commercial 5.98 1.3 1210 P1 -2 Commercial 6.24 1.2 1310 P1 -3 Commercial 4.26 0.83 1410 P1-4 Commercial 6.17 1.2 2110 P2 -1 Commercial 3.79 0.69 2210 P2 -2 Commercial 5.56 1.3 2310 P2 -3 Commercial 2.83 0.55 2410 P2-4 Commercial 3.25 0.69 3110 P3 -1 Commercial 7.37 1.6 3210 P3 -2 Commercial 3.57 0.72 3310 P3 -3 Commercial 5.93 1.2 3410 P3-4 Commercial 1.18 0.23 4010 OS -3.1 Commercial 1.31 0.21 4010 OS -3.2 Commercial 1.95 1 0.36 4010 CONFLUENCE 1 3.09 0.57 1 RATIONAL CALCULATIONS 1 I 1 1 1 1 1 1 1 1 1 i 1 1 i 1 1 1 i 1 1 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 01/26/99 File:382Pl.out ---------------------------------------------=-------------------------- LA QUINTA AUTO MALL PARCEL #1 - CHRYSLER * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------- - - - - -- - - - -- Keith International, Inc, Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.480(In.) 100 year, 1 hour precipitation = 1.620(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.620(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ± + ++ Process from Point /Station 1100.000 to Point /Station 1110.000 * * ** INITIAL AREA EVALUATION * * ** P1 -1 Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 69.000(Ft.) Bottom (of initial area) elevation = 66.550(Ft.) Difference in elevation = 2.450(Ft.) Slope = 0.00721 s(percent)= 0.72 TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 8.283 min. Rainfall intensity = 5.211(In /Hr) for a 100.0 year storm COMMERCIAL subarea type ' Runoff Coefficient = 0.883 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.980(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1200.000 to Point /Station 1210.000 * * ** INITIAL AREA EVALUATION. * * ** P1 -2 Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 68.050(Ft.) Bottom (of initial area) elevation = 65.000(Ft.) Difference in elevation = 3.050(Ft.) Slope = 0.01173 s(percent)= 1.17 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.749 min. Rainfall intensity = 5.880(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 6.240(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 year storm �•11 ++++++++++++++++++++++++++++++ +++++++++ + + + + + + + + + + ± + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1300.000 to Point /Station 1310.000 * * ** INITIAL AREA EVALUATION * * ** P1 -3 Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 68.750(Ft.) Bottom (of initial area) elevation = 67.100(Ft.) Difference in elevation = 1.650(Ft.) Slope = 0.00750 s(percent)= 0.75 TC = k(0.300) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.904 min. Rainfall intensity = 5.802(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 4.258(CFS) Total initial stream area = 0.830(Ac.) Pervious area fraction = 0.100 year storm MINGIVIIN +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1400.000 to Point /.Station 1410.000 * * ** INITIAL AREA EVALUATION * * ** 21 -4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 68.780(Ft.) Bottom (of initial area) elevation = 67.090(Ft.) Difference in elevation = 1.690(Ft.) Slope = 0.00768 s(percent)= 0.77 TC = k (0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6,871 min. Rainfall intensity = 5.818(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.174(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 4.53 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 1 1 1 1 1 1 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 01/26/99 File :382P2.out ------------------------------------------------------------------------ LA QUINTA AUTO MALL PARCEL #2 - NISSAN * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Keith International, Inc, Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.480(In.) 100 year, 1 hour precipitation = 1.620(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.620(In /Hr) Slope of intensity duration curve = 0.5900 1 I 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2100.000 to Point /Station 2110.000 * * ** INITIAL AREA EVALUATION * * ** P2 -1 Initial area flow distance = 195.000(Ft.) Top (of initial area) elevation = 67.900(Ft.) Bottom (of initial area) elevation = 65.880(Ft.) Difference in elevation = 2.020(Ft.) Slope = 0.01036 s(percent)= 1.04 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.167 min. Rainfall intensity = 6.201(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.787(CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 ++++++++ +t + + + + + + + + + + + + + + + + +t + + + + + + + +... ......mot + + + + + + +t + + + + + + + + + + + + + ++ Process from Point /Station 2200.000 to Point /Station 2210.000 * * ** INITIAL AREA EVALUATION * * ** P2 -2 Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 67.850(Ft.) Bottom (of initial area) elevation = 65.330(Ft.) Difference in elevation = 2.520(Ft.) Slope = 0.00600 s(percent)= 0.60 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.350 min. Rainfall intensity = 4.851(In /Hr)'for a 100. COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.561(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++ + + + + +. + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2300.000 to Point /Station 2310.000 * * ** INITIAL AREA EVALUATION * * ** P2 -3 Initial area flow distance = 205.000(Ft.) Top (of initial area) elevation = 67.760(Ft.) Bottom (of initial area) elevation = 66.400(Ft.) Difference in elevation = 1.360(Ft.) Slope = 0.00663 s(percent)= . 0.66 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.878 min. Rainfall intensity = 5.815(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 2.828(CFS) Total initial stream area = 0.550(Ac.) Pervious area fraction = 0.100 year storm ++++++++++++.....++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ Process from Point /Station 2400.000 to Point /Station 2410.000 * * ** INITIAL AREA EVALUATION * * ** P2 -4 1 . '' F 1 1 .1 1 3 Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 67.480(Ft.) ' Bottom (of initial area) elevation = 65.620(Ft.) Difference in elevation = 1.860(Ft.) Slope = 0.00641 s(percent)= 0.64 TC = k(0.300) *((length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 7.955 min. Rainfall intensity = 5.336(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction.soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 3.252(CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 3.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 1 1 .1 1 3 1 1 1 1 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5.0 . Rational Hydrology Study Date: 01/26/99 File :382P3.out ------------------------------------------------------------------------ LAQUINTA AUTO MALL PARCEL #3 - MAZDA * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Keith International, Inc, Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 ' 2 year, 1 hour precipitation = 0.480(In.) 100 year, 1 hour precipitation = 1.620(In.) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.620(In /Hr) Slope of intensity duration curve = 0.5900 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3100.000 to Point /Station 3110.000 * * ** INITIAL AREA EVALUATION * * ** P3 -1 Initial area flow distance = 365.000(Ft.) Top (of initial area) elevation = 67.000(Ft.) Bottom (of initial area) elevation = 63.920(Ft.) Difference in elevation = 3.080(Ft.) Slope = 0.00844 s(percent)= 0.84 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.256 min. Rainfall intensity = 5.221(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.374(CFS) 1 � I Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.100 Process from Point /Station 3200.000 to Point /Station 3210.000 * * ** INITIAL AREA EVALUATION * * ** P3 -2 Initial area flow distance = 250.000(Ft.) Top (of initial area) elevation = 67.320(Ft.) Bottom (of initial area) elevation = 65.500(Ft.) Difference in elevation = 1.820(Ft.) Slope = 0.00728 s(percent)= 0.73 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.309 min. Rainfall intensity = 5.610(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 3.570(CFS) Total initial stream area = 0.720(Ac.) Pervious area .fraction = 0.100 year storm MEMMMM11 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3300.000 to Point /Station 3310.000 * * ** INITIAL AREA EVALUATION * * ** P3 -3 Initial area flow distance = 240.00.0(Ft.) Top (of initial area) elevation = 66.480(Ft.) Bottom (of initial area) elevation = 64.920(Ft.) Difference in elevation = 1.560(Ft.) Slope = 0.00650 s(percent)= 0.65 ' TC = k (0.300) *[,(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 7.356 min. Rainfall intensity = 5.589(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Initial subarea runoff = 5.927(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3400.000 to Point /Station 3410.000 ' * * ** INITIAL AREA EVALUATION * * ** P3 -4 1 .1 � IJ 1 1 1 1 Initial area flow distance = 185.000(Ft.) Top (of initial area) elevation = 66.300(Ft.) Bottom (of initial area) elevation = 65.330(Ft.) Difference in elevation = 0.970(Ft.) Slope = 0.00524 s(percent)= 0.52 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 6.919 min. Rainfall intensity = 5.794(In /Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3)' = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.178(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 3.75 (Ac.). ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 ' Area averaged RI index number = 32.0 1 1 1 1 1 1 1 1 1 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 1997 Version 5.0 Rational Hydrology Study Date: 01/26/99 File:382OS.out ------------------------------------------------------------------------ LA QUINTA AUTO MALL AUTO CENTRE WAY * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data.file Keith International, Inc, Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.480(In.) ' 100 year, 1 hour precipitation = 1.620(In.) Storm event year = 100.0 Calculated rainfall intensity data: ' 1 hour intensity = 1.620(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + ± + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4000.000 to Point /Station 4010.000 * * ** INITIAL AREA EVALUATION * * ** OS -3.1 Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 67.970(Ft.) Bottom (of initial area) elevation = 66.440(Ft.) Difference in elevation = 1.530(Ft.) Slope = 0.01530 s(percent)= 1.53 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 7.018(In /Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.307(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4000.000 to Point /Station 4010.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** OS -3.2 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 1.307(CFS) Time of concentration = 5.00 min. Rainfall intensity = 7.018(In /Hr) +++++++++++++++++++++++++++++++++++++++ +t + + + + + + + + + + + +f + + + + + + + + + + + + + + ++ Process from Point /Station 4005.000 to Point /Station 4010.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 73.000(Ft.) Bottom (of initial area) elevation = 66.440(Ft.) Difference in elevation = 6.560(Ft.) Slope = 0.02187 s(percent)= 2.19 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.310 min. Rainfall intensity = 6.118(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.,100; Impervious fraction = 0.900 Initial subarea runoff = 1.949(CFS) Total initial stream area = 0.360(Ac.) Pervious.area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4005.000 to Point /Station 4010.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ad.) Runoff from this stream = 1.949(CFS). ' Time of concentration = 6.31 min. Rainfall intensity = 6.118(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1 1 1 1 1 1 1 1.307 5.00 7.018 2 1.949 6.31 6.118 Largest stream flow has longer time of concentration Qp = 1.949 + sum of Qb Ia /Ib 1.307 * 0.872 = 1.139 Qp = 3.088 Total of 2 streams to confluence: Flow rates before confluence point: 1.307 1.949 Area of streams before confluence: 0.210 0.360 Results of confluence: Total flow rate = 3.088(CFS) Time of concentration = 6.310 min. Effective stream area after confluence = 0.570(Ac.) End of computations, total study area = 0.57 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 1 1 1 t 1 I' r u L, i e RETENTION BASIN SIZING I i I I I I I L, I 11 'I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RETENTION BASIN CHARACTERISTICS & SIZING RETENTION BASIN 10 BASIN CHARACTERISTICS CONTOUR DEPTH AREA VOLUME ELEVATION TOTAL TOTAL TOTAL (ft) (ft) (so (cuft) (acre -ft) 63 0 10291 0 0.0 64 1 20321 1531 0.0 Basin 10 collects runoff from drainage basins 133 -3. Basin 10 has a maximum depth of 1.0 ft. with 3:1 side slopes, providing 1531 cu. ft. of storage capacity. In addition to the retention basin, two (4) Maxwell IV drywell systems are proposed for this area reducing the required storage volume of Basin 10 to 285 cu. ft. 1 i I � 11 1 RETENTION BASIN CHARACTERISTICS & SIZING RETENTION BASIN 8 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (so VOLUME TOTAL (cuft) (acre -ft) 65 0 360 0 0.0 66 1 676 516 0.0 67 2 1039 1376 0.0 67.5 2.5 1242 1946 0.0 68 3 1736 2690 0.1 RETENTION BASIN P1 -3 BASIN CHARACTERISTICS CONTOUR DEPTH AREA VOLUME ELEVATION TOTAL TOTAL TOTAL (ft) (ft) (SO (cuff) (acre -ft) 67.5 0 5477 0 0.00 68 1 0.5=F-263401 28951 7954 0.18 Basins 8 and P1 -3 collect runoff from drainage basin P14. Basin 8 has a maximum depth of 3.0 ft. with 3:1 side slopes, providing 2690 cu. ft. of storage capacity. Basin P1 -3 has a maximum depth of 0.5 ft. and provides 7954 cu. ft. of overflow retention capacity on -site in the Northern half of the Parcel 1 parking lot. In addition to the retention basins, one (1) Maxwell IV dry-well system is proposed for this area reducing the required storage volume of Basins 8 and P1 -3 to 2475 cu. ft. RETENTION BASIN 9 BASIN CHARACTERISTICS CONTOUR DEPTH AREA VOLUME ELEVATION TOTAL TOTAL TOTAL (ft) (ft) (so (cuft) (acre -ft) 64 0 1477 0 0.0 65 1 28951 2186 0.1 Basin 9 collects runoff from drainage basins P2 -2, P2 -3, P3 -2, and P34. Basin 9 has a maximum depth of 1.0 ft. with 3:1 side slopes, providing 2186 cu. ft. of storage capacity. In addition to the retention basin, four (4) Maxwell IV drywell systems are proposed for this area reducing the required storage volume of Basin 9 to 1414 cu. ft. 1 1 1 1 RETENTION BASIN CHARACTERISTICS & SIZING RETENTION BASIN 6 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (sf) VOLUME TOTAL (cuft) (acre -ft) 61.5 0 88 0 0.0 62 0.5 243 83 0.0 63 1.5 1150 779 1 0.0 615 2 1645 1478 1 0.0 Basin 6 collects runoff from drainage basin P3 -1. Basin 6 has a maximum depth of 2.0 ft. with 3:1 side slopes,.providing 1478 cu. ft. of storage capacity. In addition to the retention basin, two (2) Maxwell IV drywell systems are proposed for this area reducing the required storage volume of Basin 6 to 1050 cu. ft. RETENTION BASIN 7 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (sf) VOLUME TOTAL (cuft) (acre -ft) 66 0 1 214 0 0.0 67 1 739 477 0.0 68 2 13511 1522 1 0.0 Basin 7 collects runoff from drainage basin P1 -3. Basin 7 has a maximum depth of 2.0 ft. with 3:1 side slopes, providing 1522 cu. ft. of storage capacity. In addition to the retention basin, one (1) Maxwell IV drywell system is proposed for this area reducing the required storage volume of Basin 7 to 1522 cu. ft. 1 1 RETENTION BASIN CHARACTERISTICS & SIZING RETENTION BASIN 4 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (so VOLUME TOTAL (cuft) (acre -ft) 64 0 107 0 0.00 64.5 0.5 5761 171 0.00 65 1 12331 623 1 0.01 Basin 4 collects runoff from drainage basin 132 -1. Basin 4 has a maximum depth of 1.0 ft. with 3:1 side slopes, providing 623 cu. ft. of storage capacity. In addition to the retention basin, one (1) Maxwell IV drywell system is proposed for this area reducing the required storage volume of Basin 4 to 319 cu. ft. RETENTION BASIN 5 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (so VOLUME TOTAL (cuft) (acre -ft) 63 0 20 0 0.0 63.5 0.5 316 84 0.0 64 1 5861 310 0.0 64.5 1.5 8901 679 1 0.0 Basin 5 collects runoff from drainage basin 1324. Basin 5 has a maximum depth of 1.5 ft with 3:1 side slopes, providing 679 cu. ft. of storage capacity. In addition to the retention basin, one (1) Maxwell. IV drywell system is proposed for this area reducing the required storage volume of Basin 5 to 320 cu. ft. 1 i 1 1 [1 a 1 1 r RETENTION BASIN CHARACTERISTICS & SIZING RETENTION BASIN 1 BASIN CHARACTERISTICS CONTOUR DEPTH AREA VOLUME ELEVATION TOTAL TOTAL TOTAL (ft) 00 (so (cuff) (acre -ft) 63.5 0 275 0 0.00 64 1 0.5 5291 201 0.00 Basin 1 collects runoff from drainage basin P1 -2. Basin 1 has a maximum depth of 0.5 ft. with 3:1 side slopes, providing. 201 cu. ft. of storage capacity. In addition to the retention basin, two (2) Maxwell IV drywell systems are proposed for this area reducing the required storage volume of Basin 1 to 161 cu. ft. RETENTION BASIN 2 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (SO VOLUME TOTAL (cuft) (acre -ft) 65 0 315 0 0.00 65.5 0.5 766 270 0.01 66 1 1244 773 0.02 RETENTION BASIN 3 BASIN CHARACTERISTICS CONTOUR ELEVATION (ft) DEPTH TOTAL (ft) AREA TOTAL (so VOLUME TOTAL (cuft) (acre -ft) 65 0 175 0 0.00 65.5 1 0.5 1 9491 281 0.01 66 1 1 1 18331 977 1 0.02 Basins 2 & 3 collect runoff from drainage basin P1 -1 and half of drainage basin OS -3. Basin 2 has a maximum depth of 1.0 ft. with 3:1 side slopes, providing 773 cu. ft. of storage capacity. Basin 3 has a maximum depth of 1.0 ft. with 3 :1 side slopes, providing 977 cu. ft. Basins 2 & 3 provide a combined capacity of 1750 cu. ft. of storage. In addition to the retention basins, two (2) Maxwell IV drywell systems are proposed for this area reducing the required storage volume of Basins 2 & 3 to 1510 cu. ft. I i r A 1 r 1 RETENTION BASIN CHARACTERISTICS & SIZING Based on the 100 year — 24 hour storm event with a zero (0) cfs percolation factor, the following flood volumes for each parcel are produced. The total capacities of the retention areas along Highway 111, (Basins 7 -10) are also shown for the purpose of comparison. Total Flood Volumes Der Parcel: PARCEL TOTAL 40% of TOTAL RETENTION CAPACITY PERCENTAGE OF TOTAL FLOOD FLOOD VOLUME ALONG HWY. 111 REQUIRED STORAGE VOLUME tuft cult tuft 1 41431 16435. 4212 10.3 2 26240 10410 2186 8.4 3 30464 12085 3717 12.3 The retention basins have a maximum 3:1 side slopes. In addition to the storage provided by the basins, Maxwell IV drywell systems are proposed. These systems provide a percolation factor of 0.25cfs per drywell, reducing the required storage volume of the retention basins M UK M' Wo NWA4 gwo PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH , DATE: 22- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: OLS 24 HR- t00 YR STORM - 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION Pt ADJUSTED LOSS RATE DA41 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 5.1 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.24 4 ULTIMATE DISCHARGE-CFS-HRS/IN IMPERVIOUS AREA 0.900 AVE. 'M- 0 FLOOD VOLUME-(AC.FT) 0.95 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT -FT 0 FLOOD VOLUME•(CU.FT) 41430.15 6 LAG TIME- MINUTES *DIV/OI C. 0.00130 SLOPE FT/MI 0DIVI01 REQ. STORAGE (AC FT) 0.94 7 UNIT TIME- PERCENT OF LAG 41DN/01 AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 41087.75 8 S-CURVE N/A 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR IN/HR (CFS) (CF) '1 15 0.20 0.036 0.247 0.032 0.032 0.004 0.02 16.52 2 30 0.30 0.054 0.244 0.049 0.049 0.005 0.03 24.79 3 45 0.30 0.054 0.241 0.049 0.049 O.OD5 0.03 24.79 4 60 0.40 0.072 0.238 0.065 0.065 0.007 0.04 33.05 5 75 0.30 0.054 0.235 0.049 0.049 0.005 0.D3 24.79 6 90 0.30 0.054 0.233 0.049 0.049 0.005 0.03 24.79 7 105 0.30 0.054 0.230 0.049 0.049 0.005 0.03 24.79 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.04 33.05 9 135 0.40 0.072 0.224 0.065 0.065 0.007 0.04 33.05 10 150 D.40 0.072 0.222 0.065 0.065 0.007 0.04 33.05 11 165 0.50 0.090 0.219 0.081 0.081 0.009 0. D5 41.31 12 180 0.50 0.090 0.216 0.081 0.081 0.009 0.05 41.31 13 195 0.50 0.090 0.213 0.081 0.081 0.009 0.05 41.31 14 210 0.50 0.090 0.211 0.081 0.081 0.009 0.05 41.31 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.05 41.31 16 240 0.60 0.108 0.206 0.097 0.097 0.011 0.06 49.57 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.06 49.57 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.06 57.83 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.06 57.83 20 300 0.80 0.144 0.195 0.130 0.130 0.014 0.07 66.10 21 315 0.60 0.108 0.193 0.097 0.097 0.011 0.06 49.57 22 330 0.70 0.126 0.190 0.113 0.113 0.013 0.D6 57.83 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.07 66.10 24 360 0.80 0.144 - 0.185 0.130 0.130 0.014 0.07 66.10 25 375 0.90 0.162 0.183 0.146 0.146 0.016 0.08 74.36 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.08 74.36 27 405 1.D0 0.180 0.178 0.162 0.178 0.002 0.01 9.90 28 420 1.00 0.180 0.175 0.162 0.175 0.005 0.02 20.94 29 435 1.00 0.180 0.173 0.162 0.173 0.007 0.04 31.90 30 450 1.10 0.198 0.171 0.178 0.171 0.027 0.14 125.38 31 465 1.20 0.216 0.168 0.194 0.168 - 0.048 0.24 218.78 32 480 1.30 0.234 0.166 0.211 0.166 0.068 0.35 312.08 . 33 495 1.50 0.270 0.164 0.243 0.164 0.106 0.54 487.92 34 510 1.50 0.270 0.161 0143 0.161 0.109 0.55 498.42 35 525 1.60 0.288 0.159 0.259 0.159 0.129 0.66 591.45 36 540 1,70 01 3D6 0.157 0.275 0,157 0.149 0.76 684.38 37 555 1.90 0.342 0,155 0.308 0.155 0. i 87 0.96 859.84 38 570 2.00 0.360 0.152 0.324 0.152 0.208 1.06 952.59 39 585 2.10 0.378 0.150 0.340 0.150 0.228 1.16 1045.24 40 600 2.20 0.396 - 0.148 0.356 0.148 0.248 1.26 113739 41 615 1.50 0.270 0.146 0.243 0.146 0.124 0.63 569.29 42 630 1.50 0.270 0.144 0.243 O.i" 0.126 0.64 579.03 43 645 2.00 0.360 0.142 0.324 0.142 0.218 1.11 1001.77 44 660 2.00 0.360 0.140 0.324 0.140 0.220 1.12 1011.31 45 675 1.90 0.342 0.138 0.308 0.138 0.204 1.04 938.13 46 690 1.90 0.342 0.136 0.308 0.136 0.206 1.05 947.47 47 705 1.70 0.306 0.134 0.275 0.134 0.172 0.88 791.47 48 720 1.60 0.324 0.132 0.292 0.132 0.192 0.98 883.22 49 735 2.50 0.450 0.130 0.405 0.130 0.320 1.63 1470.59 50 750 2.60 0.468 0.128 0.421 0.128 0.340 1.74 1562.14 51 765 2.80 0.504 0.126 0.454 0.126 0.378 1.93 1736.20 52 - 780 2.90 0.522 0.124 0.470. 0.124 0.398 2.03 1827.53 53 795 3.40 0.612 0.122 0.551 0.122 0.490 2.50 2249.23 54 810 3.40 0.612 0.120 0.551 0.120 0.492 2.51 2257.73 55 825 2.30 0.414 0.118 0.373 0.118 0.296 1.51 - 1357.29 56 840 2.30 0.414 _ 0.116 0.373 0.116 0.298 1.52 1365.56 57 855 2.70 0.486 0.115 0.437 0.115 0.371 1.89 1704.20 58 870 2.60 0.468 0.113 0.421 0.113 0.355 1.81 1629.63 59 885 2.60 0.468 0.111 0.421 0.111 0.357 1.82 1637.56 60 900 2.50 0.450 0.110 0.405 0.110 0.340 1.74 156235 61 915 2.40 0.432 0,108 0.389 0.108 0.324 1.65 1487.82 62 930 2.30 0.414 0.106 0.373 0.106 0.308 1.57 1412.78 63 945 1.90 0.342 0.105 0.308 0.105 0.237 1.21 108935 64 960 1.90 0.342 0.103 0.308 0.103 0,239 1.22 1097.08 65 975 0.40 0.072 0.101 0.065 0.065 0,007 0.04 33.05 66 990 0.40 0.072 0.100 0.065 0.065 0,007 0.04 3105 67 1005 0.30 0.054 0.098 0.049 0.049 0,005 0.03 - 24.79 68 1020 0.30 0.054 0.097 0.049 0.049 0.005 0.03 24.79 69 1035 0.50 0.090 0.095. 0.081 0.081 - 0.009 0.05 41.31 70 1050 0.50 0.090 0.094 0.081 0.081 0.009 0.05 41.31 71 1065 0.50 0.090 0.093 0.081 0.081 0.009 0.05 41.31 72 1080 0.40 0.072 0,091 0.065 0.065 0.007 0.04 3105 73 1095 0.40 0.072 0.090 0.065 0.065 0.007 0.04 33.05 74 1110 0.40 0.072 0.089 0.065 0.065 0.007 0.04 33.05 75 1125 0.30 0.054 0.087 0.049 0.049 0.005 0.03 24.79 76 1140 0.20 0.036 0.086 0.032 0.032 0.004 0.02 16.52 77 1155 0.30 0.054 0.085 0.049 0.049 0.005 0.03 24.79 78 1170 0.40 0.072 0.084 0.065 0.065 0.007 0.04 33.05 79 1185 0.30 0.054 0.083 0.049 0.049 0.005 0.03 24.79 80 1200 0.20 0.036 0.081 0.032 0.032 0.004 0.02 16.52 81 1215 0.30 0.054 0.080 0.049 0.049 0.005 0.03 24.79 82 1230 0.30 0.054 0.079 0.049 0.049 0.005 0.03 24.79 83 1245 0.30 0.054 0.078 0.049 0.049 0.005 0.03 24.79 84 1260 0.20 0.036 0.077 0.032 0.032 0.004 0.02 16.52 85 1275 0.30 0.054 0.077 0.049 0.049 0.005 0.03 24.79 86 1290 0.20 0.036 0.076 0.032 0.032 0.004 0.02 16.52 87 1305 0,30 0.054 0.075 0.049 0.049 0.005 0.03 24.79 88 1320 0.20 0.036 0.074 0.032 0.032 0.004 0.02 16.52 89 1335 0.30 0.054 0.073 0.049 0.049 0.005 0.03 24.79 90 1350 0.20 0.036 0.073 0.032 0.032 0.004 0.02 16.52 91 1365 0.20 0.036 0.072 0.032 0.032 0.004 0.02 16.52 92 1380 0.20 0.036 0.072 0.032 0.032 0.004 0.02 16.52 93 1395 0.20 0.036 0.071 0.032 0.032 0.004 0.02 16.52 94 1410 0.20 0.036 0.071 0.032 0.032 0.004 0.02 16.52 95 1425 0.20 0.036 0.070 0.032 0.032 0.004 0.02 16.52 96 1440 0.20 0.036 0.070 0.032 0.032 0.004 0.02 16.52 100.0000 18.000 TOTAL 9.048 8.952 41087,75 WREN m r AW �i 4RIWWAAWA AN. 00. M TOOF PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH , DATE: 22-Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM - 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 8 2 AREA DESIGNATION P2 ADJUSTED LOSS RATE 0.141 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 3.23 L.R. FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN -(IN.) 2.24 ' - 4 ULTIMATE DISCHARGE-CFS -HRSAN IMPERVIOUS AREA 0.900 AVE. 'M= 0 FLOOD VOLUME =(AC.FT) 0.60 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT -FT 0 FLOOD VOLUME =(CU.FT) 26239.09 6 LAG TIME - MINUTES 4M/01 'C 0.00130 SLOPE FTAMI 41011//01 REQ. STORAGE (AC FT) 0.60 7 UNIT TIME- PERCENT OF LAG 410/1//01 AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 26022.24 8 S -CURVE N/A 9 STORM FREQUENCY 8. DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) INfHR IN/HR IN/HR IN/HR (CFS) (CF) 1 15 0.20 0.036 0.247 0.032 0.032 0.004 0.01 10.47 2 30 0.30 0.054 0.244 0.049 0.049 0.005 D.02 15.70 3 45 0.30 0.054 0.241 0.049 0.049 0.005 0.02 15.70 4 60 0.40 0.072 0.238 0.065 0.065 0.007 0.02 20.93 5 75 0.30 0.054 0.235 0.049 0.049 0.005 0.02 15.70 6 90 0.30 0.054 0.233 0.049 0.049 O. DOS 0.02 15.70 7 105 0.30 0.054 0.230 0.049 0.049 0.005 0.02 15.70 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.02 20.93 9 135 0.40 0.072 0.224 0.065 0.065 0.007 0.02 20.93 10 150 0.40 0.072 0.222 0.065 0.065 0.007 0.02 20.93 11 165 0.50 0.090 0.219 0.081 0.081 0.009 0.03 26.16 12 ISO 0.50 0.090 0.216 0.081 0.081 0.009 0.03 26.16 13 195 0.50 0.090 0.213 0.081 0.081 0.009 - 0.03 2616 - 14 210 0.50 0.090 0.211 0.081 0.081 0.0D9 0.03 26.16 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.03 26.16 16 240 0.60 0.108 0.206 0.097 0.097 0.011 0.03 31.40 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.03 31.40 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.04 36.63 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.04 36.63 20 300 0.80 0.144 0.195 0.130 0.130 0.014 0.05 41.86 21 315 0.60 0.108. 0.193 0.097 0.097 0.011 0.03 31.40 22 330 0.70 0.126 0.190 0.113 0.113 0.013 0.04 36.63 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.05 41.66 24 360 0.60 0.144 0.185 0.130 0.130 0.014 0.05 41.66 25 375 0.90 0.162 0.183 0.146 0.146 0.016 0.05 47.09 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.05 47.09 27 405 1.00 0.180 0.178 0.162 0.178 0.002 0.01 6.27 28 420 1.00 0.180 0.175 0.162 0.175 0.005 0.01 13.26 29 435 1.00 0.180 0.173 0.162 0.173 0.007 0.02 20.20 30 450 1.10 0.198 0.171 0.178 0.171 0.027 0.09 79.41 31 465 1.20 0.216 0.168 0.194 0.168 0.048 0.15 138.56 32 480 1.30 0.234 0.166 0.211 0.166 0.068 0.22 197.65 33 495 1.50 0.270 0.164 0.243 0.164 0.106 0.34 309.01 34 510 1.50 0.270 0.161 0.243 0.161 0.109 0.35 315.67 35 525 1.60 0.288 0.159 0.259 0.159 0.129 0.42 374.58 ' o., 36 540 1.70 0.306 0.157 0.275 0.157 0.149 0.48 433,44 37 555 1.90 0.342 0.155 0.308 0.155 0.187 0.61 511.57 38 570 2.00 0.360 0.152 0.324 0.152 0.208 0.67 603.31 39 585 2.10 0.378 0.150 0.340 0.150 0.228 0.74 661.99 40 600 2.20 0.396 0.148 0.356 0.148 0.248 0.80 720.60 41 615 1.50 0.270 0.146 0.243 0.146 0.124 0.40 360.55 42 630 1.50 0.270 0.144 0.243 0.144 0.126 0.41 366.72 . 43 645 2.00 0.360 0.142 0,324 0.142 0.218 0.70 634.46 M 660 2.00 0.360 0.140 0.324 0.140 0.220 0.71 640.50 45 675 1.90 0.342 0.138 0.308 0.138 0.204 0.66 594.15 46 690 1.90 0.342 0.136 0.308 0.136 0.206 0.67 600.07 47 705 1.70 0.306 0.134 0.275 0.134 0.172 0.56 501.26 48 720 1.80 0.324 0.132 0.292 0.132 0.192 0.62 559.38 49 735 2.50 0.450 0.130 0.405 0.130 0.320 1.03 931.38 50 - 750 2.60 0.468 0.128 0.421 0.128 0.340 1.10 989.36 51 765 2.80 0.504 0.126 0.454 0.126 0.378 1.22 1099.59 52 780 2.90 0.522 0.124 0.470 0.124 0.398 1.29 1157.44 53 795 140 0.612 0.122 0.551 0.122 0.490 1.58 1424,52 54 810 3.40 0.612 0.120 0.551 0.120 0.492 1.59 1429.89 55 825 2.30 0.414 0.118 0.373 0.118 0.296 0.96 859.62 56 840 2.30 - 0.414 0.116 0.373 0.116 0.298 0.96 864,86 57 855 2.70 0.486 0.115 0.437 0.115 0.371 1.20 1079.33 58 870 2.60 0.468 0.113 0.421 0.113 0.355 1.15 1032.10 59 885 2.60 0.468 0.111 0.421 0.111 0.357 1.15 1037.12 60 900 2.50 0.450 0.110 0.405 0.110 0.340 1.10 989,74 61 915 2.40 0.432 0.108 0.389 0.108 0.324 1.05 942.29 ' 62 930 2.30 0.414 0.106 0.373 0.106 0.308 0.99 894.76 63 945 1.90 0.342 0.105 0.308 0.105 0.237 0.77 690.17 64 960 1.90 0.342 0.103 0.308 0.103 0.239 0.77 694.82 65 975 0.40 0.072 0.101 0.065 0.065 0.007 0.02 20.93 66 990 0.40 0.072 0.100 0.065• 0.065 0.007 0.02 20.93 67 1005 0.30 0.054 0.098 0.049 0.049 0.005 0.02 15.70 68 1020 0.30 0.054 0.097 0.049 0.049 0.005 0.02 15.70 69 1035 0.50 0.090 0.095 0.081 0.081 0.009 0.03 2616 70 1050 0.50 0.090 0.094 0.081 0.081 0.009 0.03 26.16 71 1065 0.50 0.090 0.093 0.081 0.081 0.009 _ 0.03 26.16 72 1080 0.40 0.072 0.091 0.065 0.065 0.007 0.02 20.93 73 1095 0.40 0.072 0.090 0.065 0.065 0.007 0.02 20.93 74 1110 0.40 0.072 0.089 0.065 0.065 0.007 0.02 20.93 75 1125 0.30 0.054 0.087 0.049 0.049 0.005 0.02 - 15.70 76 1140 0.20 0.036 0.086 0.032 0.032 0.004 0.01 10.47 77 1155 0.30 0.054 0.085 0,049 0.049 0.005 0.02 15.70 78 1170 0.40 0.072 0.064 0.065 0.065 0.007 0.02 - 20.93 79 1185 0.30 0.054 0.083 0.049 0.049 0.005 - 0.02 15.70 80 1200 020 0.036 0.081 0.032 0.032 0.004 0.01 10.47 81 1215 0.30 0.054 0.080 0.049 0.649 0.005 0.02 15.70 82 1230 0.30 0.054 0.079 0.049 0.049 0.005 0.02 15.70 83 1245 0.30 0.054 0.078 0.049 0.049 0.005 0.02 15.70 84 1260 0.20 0.036 0.077 0.032 0.032 - 0.004 0.01 10.47 85 1275 0.30 0.054 0.077 0.049 0.049 0.005 0.02 15.70 . 86 1290 0.20 0.036 0.076 0.032 0.032 0.004 0.01 10.47 87 1305 0.30 0.054 0.075 0.049 0.049 0.005 0.02 15.70 88 1320 0.20 0.036 0.074 0.032 0.032 0.004 0.01 10.47 89 1335 0.30 0.054 0.073 0.049 0.049 0.005 0.02 - 15.70 90 1350 0.20 0.036 0.073 0.032 0.032 0.004 0.01 10.47 91 1365 0.20 0.036 0.072 0.032 0.032 0.004 0.01 10.47 92 1360 0.20 0,036 0.072 0.032 0.032 0.004 0.01 10.47 93 1395 0.20 0.036 0.071 0.032 0.032, 0.004 0.01 10.47 94 1410 0.20 0.036 0.071 0.032 0.032 0.004 0.01 10.47 95 1425 0.20 0.036 0.070 0.032 0.032 0.004 0.01 10.47 96 1440 0.20 0.036 0.070 0.032 0.032 0.004 0.01 10.47 . - 100.0000 18.000 TOTAL 9.048 8.952 26022.24 an ' M M go OW � go M". 'M olkrO P PNW MAJW RAWI L IM N AM PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 22- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION P3 ADJUSTED LOSS RATE 0.141 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 3.75 L.R. FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.24 4 ULTIMATE DISCHARGE- CFS-HRSAN IMPERVIOUS AREA 0.900 AVE. 'N'= 0 FLOOD VOLUME- (AC.FT) 0.70 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 30463.34 6 LAG TIME - MINUTES !DN/01 'C' 0.00130 SLOPE FT/MI amlOI REQ. STORAGE (AC FT) 0.69 7 UNIT TIME- PERCENT OF LAG #DIVA)I AVE PERC RATE CFS 0.000 REQ. STORAGE (CU FT) 30211.58 8 S -CURVE NIA 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR IN/HR (CFS) (CF) 1 15 0.20 0.036 0.247 0.032 0.032 0.004 0.01 12.15 2 30 0.30 0.054 0.244 0.049 0.049 0.005 0.02 18.23 3 45 0.30 0.054 0.241 0.049 0.049 0.005 0.02 18.23 4 60 0.40 0.072 0.238 0.065 0.065 0.007 0.03 24.30 5 75 0.30 0.054 0.235 0.049 0.049 0.005 0.02 18.23 6 90 0.30 0.054 0.233 0.049 0.049 0.005 0.02 18.23 7 105 0.30 0.054 0.230 0.049 0.049 0.005 0.02 18.23 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.03 24.30 9 135 0.40 0.072 0.224 0.065 0.065 0.007 0.03 24.30 10 150 0.40 0.072 0222 0.065 0.065 0.007 0.03 24.30 11 165 0.50 0.090 0.219 0 081 0.081 . 0.009 0.03 30.38 12 180 0.50 0.090 0.216 0.081 0.081 0.009 0.03 30.38 13 195 0.50 0.090 0.213 0.081 0.081 0.009 0.03 30.38 14 210 0.50 0.090 0.211 0.081 0.081 0.009 0.03 30.38 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.03 30.38 16 240 0.60 0.108 0.206 0.097 0.097 0.011 0.04 36.45 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.04 36.45 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.05 42.53 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.05 42.53 20 300 0.80 0.144 0.195 0.130 0.130 0.014 0.05 48.60 21 315 0.60 0.108 0.193 0.097 0.097 0.011 0.04 36.45 22 330 0.70 0.126 0.190 0.113 0.113 0.013 0.05 42.53 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.05 48.60 24 360 0.80 0.144 0.185 0.130 0.130 0.014 0.05 48.60 25 375 0.90 0.162 0.183 0.146 0.146 0.016 0.06 54.68 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.06 54.68 27 405 1.00 0.160 0.178 0.162 0.178 0.002 0.01 7.28 28 420 1.00 -0.180 0.175 0.162 0.175 0.005 0.02 15.40 29 435 1.00 0.180 0.173 0.162 0.173 0.007 0.03 23.45 30 450 1.10 0.198 0.171 0.178 0.171 0.027 0.10 92.19 31 465 1.20 0.216 0.168 0.194 0.168 0.048 0.18. 160.87 32 480 1.30 0.234 0.166 0.211 0.166 0.068 0.25 229.47 33 495 1.50 0.270 0.164 0.243 0.164 0.106 0.40 358.76 34 510 1.50 0.270 0.161 0.243 0.161 0.109 0.41 366.48 35 525 1.60 0.268 0.159 0.259 0.159 0.129 0.48 434.89 m s ew � m MEN mom ws r m oo m r m: m ow. err 36 540 1.70 0.306 0.157 D.275 0.157 0.149 0.56 503.22 37 555 1.90 0.342 0.155 0.308 0.155 0.187 0.70 632.24 38 570 2.00 0.360 0.152 0.324 0.152 0.208 0.78 700.43 39 585 2.10 0.376 0.150 0.340 0.150 0228 0.85 768.56 40 600 2.20 0.396 0.148 0.356 0.148 0.248 0.93 836.61 41 615 1.50 0.270 0.146 0 243 0.146 0.124 0.47 41860 42 630 1.50 0.270 0.144 0.243 0.144 0.126 0.47 425.76 43 645 2.00 0.360 0.142 0.324 0.142 0.218 0.82 736.60 44 660 2.00 0.360 0.140 0.324 0.140 0220 0.83 743.61 45 675 1.90 0.342 0.138 0.308 - 0.138 0.204 0.77 M.80 46 690 1.90 0.342 0.136 0.308 0.136 0.206 0.77 696.67 47 705 1.70 0.306 0.134 0.275 0.134 0.172 0.65 581.96 48 720 1.80 0.324 0.132 0.292 0.132 0.192 0.72 649.43 49 735 2.50 0.450 0.130 0.405 0.130 0.320 1.20 1081.32 50 750 2.60 0.468 0.128 0.421 0.128 0.340 1.28 1148.63 51 765 2. BO 0.504 0.126 0.454 0.126 0.378 1.42 1276.62 52 780 2.90 0.522 0.124 0.470 0.124 0.398 1.49 1343.77 53 795 3.40 0.612 0.122 - 0.551 0.122 0.490 1.84 1653.85 54 810 3.40 0.612 0.120 0.551 0.120 0.492 1.84 1660.09 55 825 2.30 0.414 0.118 0.373 0.118 0.296 1.11 998.01 56 &40 2.30 0.414 0.116 0.373 0.116 0.298 1.12 1004.09 57 655 2.70 0.486 0.115 0.437 0.115 0.371. 1.39 1253.09 58 870 2.60 0.468 0.113 0.421 0.113 0.355 1.33 1198.26 59 885 2.60 0.468 0.111 0.421 0.111 0.357 1.34 1204.09 60 9D0 2.50 0.450 0.110 0.405 0.110 0.340 1.28 1149.08 61 915 2.40 0.432 0.108 0.389 0.108 0.324 1.22 1093.99 62 930 2.30 0.414 0.106 0.373 0.106 0.308 1.15 1038.81 63 945 1.90 0.342 0.105 0.368 0.105 0.237 0.89 801.29 64 960 1.90 0.342 0.103 0.368 0.103 0.239 0.90 806.67 65 975 0.40 0.072 0.101 0.065 0.065 O.DO7 0.03 24.30 66 990 0.40 0.072 0.100 0.065 0.065 0.007 0.03 24.30 67 1005 0.30 0.054 0.098 0.049 0.049 0.005 0.02 18.23 68 1020 0.30 0.054 O.D97 0.049 0.049 0.005 0.02 18.23 69 1035 0.50 0.090 0.095 0.081 0.081 0.009 0.03 30.38 70 1050 0.50 0.090 0.094 0.081 0.081 0.009 0.03 30.38 71 1065 0.50 0.090 0.093 0.081 0.081 0.009 0.03 30.38 72 1060 0.40 0.072 0.091 - 0.065 0.065 0.007 0.03 24.30 73 1095 0.40 0.072 0.090 0.065 0.065 0.007 0.03 24.30 74 1110 . 0.40 0.072 0.089 0.065 0.065 0.007 D.03 24.30 75 1125 0.30 0.054 0.087 0.049 0.049 0.005 0.02 18.23 76 1140 0.20 0.036 0.086 0.032 0.032 0.004 0.01 12.15 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.02 18.23 78 1170 0.40 0.072 0.064 0.065 0.065 0.007 0.03 24.30 79 1185 0.30 0.054 0.083 0.049 0.049 0.005 0.02 16.23 80 1200 0.20 0.036 0.081 0.032 0.032 0.004 0.01 12.15 81 1215 0.30 0.054 0.080 0.049 0.049 0.005 0.02 18.23 82 1230 0.30 0.054 0.079 0.049 0.049 0.005 0.02 18.23 83 1245 0.30 0.054 0.078 0.049 0.049 0.005 0.02 18.23 84 1260 0.20 0.036 0.077 0.032 0.032 0.004 0.01 12.15 85 1275 0.30 0.054 0.077 0.049 0.049 0.005 0.02 18.23 86 1290 0.20 0.036 0.076 0.032 0.032 0.004 0.01 12.15 87 13D5 0.30 0.054 0.075 0.049 0.049 0.005 0.02 18.23 68 1320 0.20 0.036 0.074 0.032 0.032 0.004 0.01 12.15 89 1335 0.30 0.054 0.073 0.049 0.049 0.005 0.02 _ 1823 90 1350 0.20 0.036 0.073 0.032 0.032 0.004 0.01 12.15 91 1365 0.20 0.036 0.072 0.032 0.032 0.004 0.01 12.15 92 1380 0.20 0.036 0.072 0.032 0.032 O.OD4 0.01 12.15 93 1395 0.20 0.036 0.071 0.032 0.032 0.004 0.01 . 12.15 94 1410 0.20 0.036 0.071 0.032 0.032 O.OD4 0.01 12.15 95 1425 0.20 0.036 0.070 0.032 0.032 0.004 0.01 12.15 96 1440 0.20 0.036 0.070 0.032 0.032 0.004 0.01 12.15 100.0000 18.000 TOTAL 9.048 8.952 30211.58 �.... ,� .�. � ...f .�.(� �. � ..� pro ��,�dR.�.���,�s�p; � �• HA L F OF O S - 3 WITH 2 ORYW ,5LL S PROJECT: LA OUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 25- Jar�.99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE , CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN a 2 AREA DESIGNATION P1 -1 6 HALF OF OS-3 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 1.59 L.R. FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.55 4 ULTIMATE DISCHARGE - CFS- HRS/IN IMPERVIOUS AREA 0.950 AVE. -W- 0 FLOOD VOLUME-(AC.FT) 0.34 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME•(CU.FT) 14717.13 6 LAG TIME - MINUTES tDNNI 'C 0.00099 SLOPE FT/MI !DN/01 REQ. STORAGE (AC FT) 0.03 1 UNIT TIME- PERCENT OF LAG lONI01 AVE PERC RATE CFS 0.500 RED. STORAGE (CU FT) - 1509.91 8 S- CURVE'' N/A 9 STORM FREQUENCY & DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM-INCHES 4.50 4.50 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE 0.05365 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) r( 0.9`x; UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN HR IN/HR (CFS) (CF) 1 15 020 0.036 0.188 0.032 0.032 0.004 0.01 0.00 2 30 0.30 0.054 0.186 0.049 0.049 0.005 0.01 0.00 3 45 0.30 0.054 0.184 0.049 0.049 0.005 0.01 0.00 4 60 0.40 0.072 0.182 0.065 0.065 0.007 0.01 0.00 5 75 0.30 0.054 0.160 0.049 0.049 0.005 0.01 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0.01 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.01 0.00 8 120 0.40 0.072 0.173 0.065 0.065 0.007 - 0.01 0.00 9 135 0.40 0.072 0.171 0.065 0.065 0.007 0.01 0.00 10 150 0.40 0.072 0.169 0.065 0.065 0.007 0.01 0.00 11 165 0.50 0.090 0.167 0.081 0.081 0.009 0.01 0.00 ' 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.163 0.081 0.081 0.009 0.01 0.00 14 210 0.50 0.090 0.161 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.159 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.02 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.02 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.02 0.00 19 285 0.70 0.126 0.151 0.113 0.113 0.013 0.02 0.00 20 - 300 0.80 0.144 0.149 0.130 0.130 0.014 0.02 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.02 0. DO 22 330 0.70 0.126 0.145 0.113 0A13 0.013 0.02 0.00 23 345 0.80 0.144 0.143 0.130 0.143 0.001 0. DO 0.00 24 360 '0.80 0.144 0.141 0.130 0.141 0.003 0.00 0. DO 25 375 0.90 0.162 0.139 0.146 0.139 0.023 - 0.04 0. DO 26 390 0.90 0.162 0.138 0.146 0.138 0.024 0.04 0.00 27 405 1.00 0.1110 0.136 0.162 0.136 0.044 0.07 0.00 28 420 1.00 0.180 0.134 0.162 0.134 0.046 0.07 0.00 29 435 1.00 0.180 0.132 0.162 0.132 0.048 0.08 0.D0 30 450 1.10 0.198 0.130 0.178 0.130 0.068 0.11 0.D0 31 465 1.20 0.216 0.128 0.194 0.128 0.088 0.14 0.00 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.17 0.00 33 495 1,50 0.270 0.125 0.243 0.125 0.145 0.23 0.00 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.23 0.00 ' 35 525 1.60 0.268 0.121 0.259 0.121 0.167 0.26 0.00 m so on m = M' r 36 540 1.70 0.306 0.120 0.275 0.120 0.186 0.30 0.00 ' 37 555 1.90 0.342 0.118 0.308 0.118 0.224 0.36 0.00 38 570 2.00 0.360 0.116 0.324 0.116 0.244 0.39 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 0.42 0.00 40 600 2.20 0.396 0.113 0.356 0.113 0.283 0.45 0.00 41 615 1.50 0.270 0.111 0.243 0.111 0.159 0.25 0.00 42 630 1.50 0.270 0.110 0.243 0.110 0.160 0.25 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0.252 0.40 0.00 44 660 2.00 0.360 0.107 0.324 0.107 0.253 0.40 0.00 45 675 1.90 0.342 0.105 0.308 0.105 0.237 0.38 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0139 0.38 0.00 47 705 1.70 0.306 0.102 0.275 0.102 0.204 0.32 0.00 48 720 1.80 0.324 0.100 0.292 0.100 0.224 0.36 0.00 49 735 2.50 0.450 0.099 0.405 0.099 0.351 0.56 52.41 50 750 2.60 0.468 0.097 0.421 0.097 0.371 0.59 80.29 51 765 2.80 0.504 0.096 0.454 0.096 0.408 0.65 133.90 52 780 210 0.522 0.095 0.470 0.095 0.427 0.88 161.73 53 795 3.40 0 612 0 093 0.551 0.093 0.519 083 29257 54 810 140 0.612 0.092 0.551 0 092 0.520 083 29459 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.51 13.25 56 840 2.30 0.414 0.089 0.373 0.089 0.325 0.52 15.22 57 .855 2.70 0486 0.088 _ 0.437 0.088 0.398 0.63 120.19 - 58 870 2.60 0.468 0.086 0.421 0.086 0.382 0.61 96.35 59 885 2.60 0.468 0.085 0.421 0.085 0.383 0.61 98.23 60 900 2.50 0.450 0.064 0.405 0.084 0.366 0.58 74.33 61 915 2.40 0.432 0.082 0.389 0.082 0.350 0.56 50.41 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.53 26.45 63 945 1.90 0.342 0.080 0.308 0.080 0.262 0.42 0.00 64 960 1.90 0.342 0.079 0.308 0.079 0.263 0.42 0.00 65 975 0.40 0.072 0.077 0.065 0.065 0.007 0.01 0.00 66 990 0.40 0.072 0.076 0.065 0.065 - 0.007 0.01 0.00 67 1005 0.30 0.054 0.075 0.049 0.049 0.005 0.01 0.00 68 1020 0.30 0.054 0.074 0.049 0.049 0.005 0.01 0.00 69 1035 0.50 0.090 0.073 0.081 0.073 0.017 0.03 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.03 0.00 71 1065 0.50 0.090 0.071 0.081 0.071 0.019 0.03 0.00 72 1080 0.40 0.072 0.070 0.065 0.070 0.002 0.00 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.003 0.01 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.001 0.01 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.01 0.00 76 1140 0.20 0.036 0.066 0.032 0.032 0.004 0.01 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.01 0.00 ' 78 1170 0.40 0.072 0.064 0,065 0.064 0.008 0.01 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0.005 0.01 0.00 80 - 1200 0.20 0.036 0.062 0.032 0.032 0.004 0.01 0.00 81 1215 0.30 0.054 0.061 0.049 0.049 0.005 0.01 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 - 0.005 0.01 0.00 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.01 0.00 84 1260 0.20 0.036 0.059 0.032 0.032 0.004 0.01 0.00 85 _ .1275 0.30 0.054 0.058 0.049 0.049 0.005 0.01 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.01 0.00 87 1305 0.30 0.054 0.057 0.049 0.049 0.005 0.01 0.00 88 1320 0.20 0.036 0.057 0.032 0.032 0.004 0.01 0.00 89 1335 0.30 0.054 0.056 0.049 0.049 0.005 0.01 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0.01 0.00 91 - 1365 0.20 0.036 0.055 0.032 0.032 0.004 0.01 0.00 92 1380 0.20 0.036 0.055 0.032 0.032 0.004 0.01 0.00 93 - 1395 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 94 1410 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 95 1425 -- 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 96 1440 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 100.0000 18.000 TOTAL 7.800 10.200 1509.91 . WITH Z oRYW..--LL. S PROJECT: LA OUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH , DATE: 25- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION P1 -2 ADJUSTED LOSS RATE 0.141 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 1.2 L.R. FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN -(IN.) 2.24 4 ULTIMATE DISCHARGE - CFS- HRS/IN IMPERVIOUS AREA 0.900 AVE. 'N'= 0 FLOOD VOLUME =(AC.FT) 0.22 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT -FT 0 FLOOD VOL UME -(CU. FT) 9748.27 6 LAG TIME - MINUTES >10IV/01 'C 0.00130 SLOPE FT/MI fON/01 REQ. STORAGE (AC FT) 0.00 7 UNIT TIME - PERCENT OF LAG lDIV/01 AVE PERC RATE CFS 0.500 REQ. STORAGE (CU FT) 160.46 8 SCURVE N/A 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR WHIR IN/HR INMR (CFS) (CF) 1 .15 0.20 0.036 0.247 0.032 0.032 0.004 0.00 0.00 2 30 0.30 0.054 0.244 0.049 0.049 0.005 0.01 0.00 3 45 0.30 0.054 0.241 0.049 0.049 0.005 0.01 0.00 4 60 0.40 0.072 0.238 0.065 0.065 0.007 0.01 0.00 5 75 0.30 0.054 0.235 0.049 0.049 0.005 0.01 0.00 6 90 0.30 0.054 0.233 0.049 0.049 0.005 0.01 0.00 7 105 0.30 0.054 0.230 0.049 0.049 0.005 0.01 0.00 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.01 0.00 9 135 0.40 0.072 0.224 0.065 0.065 0.007 0.01 0.00 10 150 0.40 0.072 0.222 0.065 0.065 0.007 0.01 0.00 11 165 0.50 0.090 0.219 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.216 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.213 0.081 0.061 0.009 0.01 0.00 14 210 0.50 0.090 0.211 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.206 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.02 0.00 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.02 0.00 20 300 0.80 - 0.144 0.195 0.130 0.130 0.014 0.02 0.00 21 315 0.60 0.108 0.193 0.097 0.097 0.011 0.01 0.00 22 330 0.70 0.126 0.190 0.113 0.113 0.013 0.02 0.00 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.02 0.00 24 360 0.80 0.144 0.185 0.130 0.130 0.014 0.02 0.00 25 375 0.90 0.162 0.183 0.146 0.146 0.016 0.02 0.00 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.02 0.00 27 405 1.00 0.180 0.178 0.162 0.178 0.002 0.00 0.00 28 420 1.00 0.180 0.175 0.162 0:175 0.005 0.01 0.00 29 435 1.00 0.180 0.173 0.162 0.173 0.007 0.01 0.00 30 450 1.10 0.198 0.171 0.178 0.171 0.027 0.03 0.00 31 465 1.20 0.216 0.168 0.194 0.168 0.048 0.06 0.00 32 480 1.30 0.234 0.166 0.211 0.166 0.068 0.08 0.00 33 495 1,50 0.270 0.164 0.243 0.164 0.106 0.13 0.00 34 510 1.50 0.270 0.161 0.243 0.161 0.109 0.13 0.00 35 525 1.60 0.288 0.159 0159 0.159 0.129 0.15 0.00 m mom mm mm 36 37 540 555 1.70 1.90 0.306 0.312 0.157 0.155 0.275 0.308 0.157 0.155 0.149 0.187 0.18 0.22 0.00 0.00 38 39 570 585 2.00 2.10 0.360 0.378 0.152 0.150 0.324 0.340 0.152 0.150 ' 0.208 0.228 0.25 0.27 0.00 0.00 40 41 600 615 2.20 1.50 0.396 0.270 0.148 0.146 0.356 0.243 0.148 0.146 0.248 0.124 0.30 0.15 0.00 0.00 42 43 630 645 1.50 2.00 0.270 0.360 0.144 0.142 0.243 0.324 0.144 0.142 0.126 0.218 0.15 0.26 0.00 0.00 44 45 660 675 2.00 1.90 0.360 0.342 0.140 0.138 0.324 0.308 0.140 0.138 0.220 0.204 0.26 0.25 0.00 0.00 46 47 690 705 1.90 1.70 0.342 0.306 0.136 0.134 0.308 0.275 0.136 0.134 0.206 0.172 0.25 0.21 0.00 0.00 48 49 720 735 1.80 2.50 0.324 0.450 0.132 0.130 _ 0.292 0.405 0.132 0.130 0.192 0.320 0.23 0.38 0.00 0.00 50 51 750 765 2.60 2.80 0.468 0.504 0.128 0.126 0.421 0.454 0.128 0.126 0.340 0.378 0.41 0.45 0.00 0.00 52 53 760 795 2.90 140 0.522 0.612 0.124 0.122 0.470 0.551 0.124 0.122 0.398 0.490 0.48 0.59 0.00 79.23 54 55 810 825 3.40 2.30 0.612 0.414 .0.120 0.118 0.551 0.373 0.120 0.118 0.492 0.296 0.59 0.35 81.23 0.00 56 57 840 855 2.30 2.70 0.414 0.486 0.116 0.115 0.373 0.437 0.116 0.115 0.298 0.371 0.36 0.45 0.00 0.00 58 59 870 885 2.60 2.60 0.468 0.468 0.113 0.111 0.421 0.421 0:113 0.111 0.355- 0.357 0.43 0.43 0.00 0.00 60 61 900 915 2.50 2.40 0:450 0.432 0.110 0.108 0.405 0.389 0.110 0.108 0.340 0.324 0.41 0.39 0.00 0.00 62 63 930 945 2.30 1.90 0.414 0.342 0.106 0.105 0.373 0.308 0.106 0.105 0.308 0.237 0.37 0.28 0.00 0.00 64 65 960 975 1.90 0.40 0.342 0.072 0.103 0.101 0.308 0.065 0.103 0.065 0.239 0.007 0.29 0.01 0.00 0.00 66 67 990 1005 0.40 0.30 0.072 0.054 0.100 0.098 0.065 0.049 0.065 0.049 0.007 0.005 0.01 0.01 0.00 0.00 68 69 1020 1035 0.30 0.50 0.054 0.090 0.097 0.095 0.049 0.081 0.049 0.081 0.005 - 0.009 0.01 0.01 0.00 0.00 70 71 1050 1065 0.50 0.50 0.090 0.090 0.094 0.093 0.081 0.081 0.081 0.081 0.009 0.009 0.01 0.01 0.00 0.00 72 73 1080 1095 0.40 0.40 0.072 0.072 0.091 0.090 0.065 0.065 0.065 0.065 0.007 0.007 0.01 0.01 0.00 0.00 74 75 1110 1125 0.40 0.30 0.072 0.054 0.089 .0.087 0.065 0.049 0.065 0.049 0.007 0.005 0.01 0.01 0.00 _ 0.00 76 77 1140 1155 0.20 0.30 0.036 .0.054 0.086 0.085 0.032 0.049 0.032 0.049 0.004 0.005 0.00 0.01 0.00 0.00 78 79 1170 1185 0.40 0.30 0.072 0.054 - 0.084 0.083 0.065 0.049 0.065 0.049 0.007 0.005 0.01 0.01 0.00 0.00 80 81 1200 - 1215 0.20 0.30 0.036 0.054 0.081 0.080 0.032 0.049 0.032 0.049 0.004 0.005 0.00 0.01 0.00 0.00 82 83 1230 1245 0.30 0.30 0.054 0.054 0.079 0.078 0.049 0.049 0.049 0.049 0.005 0.005 0.01 0.01 0.00 0.00 84 85 1260 1275 0.20 0.30 0.036 0.054 0.077 0.077 0.032 0.049 0.032 0.049 0.004 0.005 0.00 0.01 0.00 0.00 86 87 1290 1305 0.20 0.30 0.036 0.054 0.076 0.075 0.032 0.049 0.032 0.049 0.004 0.005 0.00 0.01 0.00 0.00 88 89 1320 1335 0.20 0.30 0.036 0.054 0.074 0.073 0.032 0.049 0.032 0.049 0.004 0.005 0.00 0.01 0.00 0.00 90 91 1350 1365 0.20 0.20 0.036 0.036 0.073 0.072 0.032 0.032 0.032 0.032 0.004 0.004 0.00 0.00 0.00 0.00 92 93 1360 1395 020 0.20 0.036 0.036 0.072 0.071 0.032 0.032 0.032 0.032 0.004 0.004 0.00 0.00 0.00 0.00 94 95 1410 1425 0.20 0.20 0.036 0.036 0.071 0.070 0.032 0.032 0.032 0.032 0.004 0.004 0.00 0.00 0.00 0.00 96 1440 0.20 100.0000 0.036 18.000 0.070 0.032 TOTAL 0.032 9.048 0.004 8.952 0.00 0.00 160.46 w /7H / G�zYWELL PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH ' DATE: 25- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 8 2 AREA DESIGNATION P7 -3 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 0.83 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.55 4 ULTIMATE DISCHARGE- CFS-HRSAN IMPERVIOUS AREA 0.950 AVE. W- 0 FLOOD VOLUME- (AC.FT) 0.18 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 7682.53 6 LAG TIME- MINUTES 11DIV/DI 'C 0.00099 SLOPE FT/MI aml01 RED. STORAGE (AC FT) 0.02 7 UNIT TIME- PERCENT OF LAG /IOIV/01 AVE PERC RATE CFS - 0.250 RED. STORAGE (CU FT) 926.87 8 S -CURVE N/A 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 4.50 , 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE' 0.05365 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) INlHR IN/HR IN/HR IN/HR (CFS) (CF) 1 15 0.20 0.036 0.188 0.032 0.032 0.004 0.00 0.00 2 30 0.30 0.054 0.186 0.049 0.049 0,005 0.00 0.00 , 3 45 0.30 0.054 0.184 0.049 0.049 0,005 0.00 0.00 4 60 0.40 - 0.072 0.182 0.065 0.065 0.007 0.01 0.00 5 75 0.30 . 0.054 0.180 0.049 0.049 0.005 0.00 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0.00 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.00 0.00 8 120 0.40 0,072 0.173 0.065 0.065 0,007 0.01 0.00 9 135 0.40 0,072 - 0.171 0.065 0.065 0.007 0.01 0.00 10 150 0.40 0.072 0.169 0.065 0.065 0.007 - 0,01 0.00 11 165 0.50 0.090 0.167 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.163 0.081 0.081 0.009 0.01 0.00 14 210 0.50 0.090 0.161 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.159 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.01 - 0.00 19 285 0.70 0126 0.151 0.113 0.113 0.013 0.01 0.00 20 300 0.60 0.144 0.149 0.130 0.130 0.014 0.01 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.01 -0.00 22 330 0.70 0.126 0.145 0.113 0,113 0.013 0,01' 0.00 23 345 0.80 0.144 0.143 0.130 0.143 0.001 0.00 0.00 24 360 0.80 0.144 0.141 0.130 0.141 0.003 0.00 0.00 25 375 0.90 0.162 0.139 0.146 0.139 0.023 0.02 0.00 26 390 0.90 0.162 0.138 0.146 0.138 0.024 0.02 0.00 27 405 1.00 0.180 0.136 0.162 0.136 0.044 0.04 0.00 28 420 1.00 0.180 .0.134 0.162 0.134 0.046 0.04 0.00 29 435 1.00 0,180 0.132 0.162 0.132 0.048 0.04 0.00 30 450 1.10 0.198 0.130 0.178 0.130 0.068 0.06 0.00 31 465 1.20 0.216 0.128 0.194 0.128 0.088 0.07 0.00 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.09 0.00 33 495 1.50 0.270 0.125 0.243 0.125 0.145 0.12 0.00 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.12 0.00 35 525 1.60 0.288 0.121 0.259 0.121 0.167 0.14 0.00 m m m m M M M I M M M M r m m m m r m m 36 540 1.70 0.306 0.120 0.275 0.120 0.186 0.15 0.00 37 555 1,90 0.342 0,118 0.308 0.118 0.224 0.19 0.00 38 570 2.00 0.360 0.116 0.324 0.118 0.241 0.20 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 0.22 000 40 600 2.20 0.396 0.113 0.356 0.113 0.283 0.23 0.00 41 615 1.50 0.170 0.111 0.243 0.111 0.159 0.13 0.00 42 630 1.50 0.270 0.110 0.243 0.110 0.160 0.13 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0.252 0.21 0.00 44 660 2.00 0.360 0.107 0.324 0.107 0.253 0,21 0.00 45 675 _ 1.90 0.342 0.105 0.308 0,105 0.237 0.20 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0.239 0.20 0.00 47 705 1.70 0.306 0.102 0.275 0.102 0.204 0.17 0.00 48 720 1,80 0.324 0,100 0.292 0.100 0.224 0.19 0.00 49 735 2,50 0.450 0.099 0.405 0.099 0.351 0.29 37.26 50 750 2.60 0.468 0.097 0.421 0.097 0.371 0.31 51.82 51 765 2.80 0.504 0.096 0.454 0.096 0,408 0.34 79.80 52 780 2.90 0.522 0.095 0.470 0.095 0.427 0.35 94.33 53 795 3.40 0.612 0.093 0.551 0.093 0.519 0.43 162.63 54 810 3.40 0.612 0.092 0.551 0.092 0.520 0.43 163.69 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.27 16.82 56 640 2.30 0.414 0.089 0.373 0.089 0.325 0.27 17.85 57 855 2.70 0.486 0,088 0.437 0.088 0.398 0.33 72.65 58 870 2.60 0.468 0.086 0.421 0.086 0.382 0.32 60.20 59 885 2.60 0.468 0.085 0.421 0.085 0.383 0.32 61.18 60 _ 900 2.50 0.450 0.084 0.405 0.084 0.366 0.30 48.71 61 915 2.40 0.432 0.082 0.389 0.082 0.350 0.29 36,22 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.28 23.71 63 945 1.90 0.342 0.080 0.308 0.080 0.262 0.22 0.00 64 960 1.90 0.342 0.079 0.308 '0.079 0.263 0.22 , 0.00 65 975 0.40 0.072 0.077 0.065 0.065 0.007 0.01 0.00 66 990 0.40 0.072 0.076 0.065 0.065 0.007 0.01 0.00 67 1005 0.30 0.054 0.075 0.049 0.049 0.005 0.00 0.00 68 1020 0,30 0.054 0.074 0.049 0.049 0.005 0.00 0.00 69 1035 0.50 0.090 0.073 0.081 0.073 0.017 0.01 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.02 0.00 71 1065 0.50 0.090 0.071 0.081 0.071 0.019 0.02 0.00 72 1080 0.40 0.072 0.070 0.065 0.070 0.002 0.00 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.003 0.00 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.004 0.00 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.00 0.00 76 1140 020 0.036 0.066 0.032 0.032 0.004 0.00 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.00 0.00 78 1170 0.40 0.072 0.064 0.065 0.064 0.008 0.01 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0,005 0.00 0.00 80 1200 0.20 0.036 0.062 0.032 0.032 0.004 0.00 0.00 81 1215 0.30 0.054 0.061 0.049 0.049 0.005 0.00 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 0.005 0.00 0.00 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.00 0.00 84 1260 0.20 0.036 0.059 0.032 0.032 0.004 0.00 0.00 85 1275 0.30 0.054 0.058 0.049 0.049 0.005 0.00 - 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 0.054 0.057 0.049 0.049 0.005 0,00 0.00 88 1320 0.20 0.036 0.057 0.032 0.032 0.004 0.00 0.00 89 1335 0.30 0.054 0.056 0.049 0.049 0.005 0.00 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0,00 0.00 91 1365 0.20 0.036 0.055 0.032 0.032 0.004 0,00 0.00 92 1380 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 93 t395 0.20 0.036 0.054 0.032 0.032 0.004 0,00 0.00 94 1410 0.20 0.036 0.054 0.032 0.032 0.004 0,00 0.00 95 1425 0.20 0.036 0.054 0.032 0.032 0.004 0,00 0.00 96 1440 .0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 100.0000 18.000 TOTAL 7.800 10.200 926.87 MW "14AIMP ! AMA U" B)W 4 W /7N / bRy'WELL PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 25- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN & 2 AREA DESIGNATION PI-4 ADJUSTED LOSS RATE 0.141 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA - 1.2 L.R. FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.24 . 4 ULTIMATE DISCHARGE- CFS- HRS/IN IMPERVIOUS AREA 0.900 AVE. 'N'= 0 FLOOD VOLUME- (AC.FT) 0.22 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 9748.27 6 LAG TIME - MINUTES 41DIV/01 'C' 0.00130 SLOPE FT/MI amlol REQ. STORAGE (AC FT) 0.06 7 UNIT TIME- PERCENT OF LAG 0DIV101 AVE PERC RATE CFS 0.250 REQ. STORAGE (CU FT) 2475.05 8 S -CURVE WA 9 STORM FREQUENCY & DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR IWHR (CFS) (CF) 1 15 0.20 0.036 0.247 0.032 0.032 0.004 0.00 0.00 ' 2 30 0.30 0.054 0.244 0.049 0.049 0.005 0.01 0.00 3 45 0.30 0.054 0.241 0.049 0.049 0.005 0.01 0.00 4 60 0.40 0.072 0138 0.065 0.065 0.007 0.01 0.00 5 75 0.30 0.054 0.235 0.049 0.049 0.005 0.01 0.00 6 90 0.30 - 0.054 0.233 0.049 0.049 0.005 0.01 0.00 7 105 0.30 0.054 0.230 0.049 0.049 0.005 0.01 0.00 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.01 0.00 9 135 0.40 - 0.072 0.224 0.065 0.065 0.007 0.01 0.00 10 150 0.40 0.072 0.222 0.065 0.065 0.007 0.01 0.00 11 165 0.50 0.090 0.219 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.216 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.213 0.081 0.081 0.009 0.01 0.00 14 210 0.50 0.090 0.211 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.106 0.206 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.02 0.00 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.02 0.00 20 300 0.80 0.144 0.195 0.130 0.130 0.014 0.02 0.00 21 315 0.60 0.108 0.193 0.097 0.097 0.011 0.01 0.00 22 330 0.70 0.126 0.190 0.113 0.113 0.013 0.02 0.00 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.02 0.00 24 360 0.80 0.144 0.185 0.130 0.130 0.014 0.02 0.00 25 375 0.90 0.162 0.183 0.146 0.146 0.016 0.02 0.00 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.02 0.00 27 405 1.D0 0.180 0.178 . 0.162 0.178 0.002 0.00 0.00 28 420 1.00 0.180 0.175 0.162 0.175 0.005 0.01 0. DO 29 435 1.D0 0.180 0.173 0.162 0.173 0.007 0.01 0.D0 30 450 1.10 0.198 0.171 0.178 0.171 0.027 0.03 0.00 31 465 1.20 0.216 0.168 0.194 0.168 0.048 0.D6 0.00 32 480 1.30 0.234 0.166 0.211 0.166 0.068 0.08 0.D0 33 495 1.50 0.270 0.164 0.243 0.164 0.106 0.13 0.00 34 510 1.50 0.270 0.161 0.243 0.161 0.109 0.13 0.00 35 525 1.60 0.288 0.159 0:259 0.159 0.129 0.15 0.00 m m m mm 36 540 1.70 0.306 0.157 0.275 0.157 0.149 0.18 0.00 37 - 555 1.90 0.342 0.155 - 0.308 0,155 0.187 0.22 0.00 38 570 2.00 0.360 0.152 0.324 0.152 0.208 0.25 0.00 39 585 2.10 0.378 0.150 0.340 0.150 0.228 0.27 20.94 40 600 2.20 0.396 0.148 D.356 0.148 0.248 0.30 4272 41 615 1.50 0.270 0.146 0.243 0,146 0.124 0.15 0. DO 42 630 1.50 0270 0.144 0143 0,144 0.126 0.15 0.00 43 645 2.00 0.360 0.142 0.324 0.142 0.218 0.26 10.71 44 660 2.DO 0.360 0.140 0.324 0,140 0.220 0.26 12.96 45 675 1.90 0.342 0.138 0.308 0,138 0.204 0.25 0. DO 46 690 1.90 0.342 0.136 0.308 0,136 0.206 0.25 0.00 47 705 1.70 0.306 0.134 0.275 0,134 0.172 0.21 0.D0 48 720 1.80 0.324 0.132 0.292 0.132 0.192 0.23 0.00 49 735 2.50 0.450 0.130 0.405 0.130 0.320 0.38 121.02 50 750 2.60 0.468 0.128 0.421 0.128 0.340 0.41 142.56 51 765 2.80 0.504 0.126 0.454 0.126 0178 0.45 18152 52 780 2.90 - 0.522 0.124 0.470 0.124 0.398 0.48 205.01 53 795 3.40 0.612 0.122 0.551 0.122 0.490 0.59 304.23 54 810 3.40 0.612 0.120 0.551 0.120 0.492 0.59 306.23 55 825 2.30 0.414 0.118 0.373 0.118 0.296 0.35 94.36 56 840 2.30 0.414 0.116 0.373 0.116 0.298 0.36 96.31 57 855 2.70 0.486 0.115 0.437 0.115 0.371 0.45 175.99 58 870 2.60 0.468 0.113 0.421 0.113 0.355 0.43 158.44 59 885 2.60 0.468 0.111 0.421 0.111 0.357 0.43 160.31 60 900 2.50 0.450 0.110 0.405 0.110 0.340 0.41 142.71 61 915 2.40 0.432 0.108 0.389 0.108 0.324 0.39 125.08 62 930 2.30 0.414 0.106 0.373 0.106 0.308 0.37 107.42 63 945 1.90 0.342 0.105 0.308 0.105 0.237 0.28 31.41 64 960 1.90 0.342 0.103 0.308 0.103 0.239 0.29 33.14 65 975 0.40 0.072 0.101 0.065 0.065 0.007 0.01 0.00 66 990 0.40 0.072 0.100 0.065 0.065 0.007 0.01 0.00 67 1005 0.30 0.054 0.098 0.049 0.049 0.005 0.01 0.00 68 1020 0.30 0.054 0.097 0.049 0.049 0.005 0.01 0.00 69 1035 0.50 0.090 0.095 0.081 0.081 0.009 0.01 0.00 70 1050 0.50 0.090 0.094 0.081 0.081 0.009 0.01 0.00 71 1065 0.50 0.D90 0.093 0.081 0.081 0.009 0.01 0.00 72 1080 0.40 0.072 0.091 0.065 0.065 0.007 0.01 0.00 73 1095, 0.40 0.072 0.090 0.065 0.065 0.007 0.01 0.00 74 1110 0.40 0.072 0.089 0.065 0.065 0.007 0.01 0.00 75 1125 0.30 0.054 0.087 0.049 0.049 0.005 0.01 0.00 76 1140 0.20 0.036 0.086 0.032 0.032 0.004 0. DO 0.00 77 1155 0.30 0.054 0.085 0.049 0.049 0.005 0.01 0.00 78 1170 0.40 0.072 0.084 0.065 0.065 0.007 0.01 0.00 79 1185 0.30 0.054 0.083 0.049 0.049 0.005 0.01 0.00 80 1200 0.20 - 0.036 0.081 0.032 0.032 0.004 O.DO 0.00 81 1215 0.30 0.054 0.080 0.049 0.049 0.005 0.01 0.00 82 1230 0.30 0.054 0.079 0.049 0.049 0.005 0.01 0.00 83 1245 0.30 0.054 0.078 0.049 0.049 0.005 0.01 0. DO 84 1260 0.20 0.036 0.077 0.032 0.032 0.004 0.00 0.00 85 1275 0.30 0.054 0.077 0.049 0.049 0.005 0.01 0.00 86 1290 0.20 0.036 0.076 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 0.054 0.075 0.049 0.049 0.005 0.01 0.00 88 1320 0.20 0.036 0.074 0.032 0.032 0.004 0.00 0.00 89 1335 0.30 0.054 0.073 0.049 0.049 0.005 0.01 - - 0.00 90 1350 0.20 0.036 0.073 0.032 0.032 0.004 0.00 0.00 91 1365 0.20 0.036 0.072 0.032 0.032 0.004 0.00 0.00 92 1380 0.20 0.036 0.072 0.032 0.032 0.004 0.00 0.00 93 1395 0.20 0.036 0.071 0.032 0.032 0.004 0.00 0.00 94 1410 0.20 0.036 0.071 0.032 0.032 0.004 0.00 0.00 95 1425 0.20 0.036 0.070 0.032 0.032 0.004 0.00 0.00 96 1440 0.20 0.036 0.070 0.032 0.032 0.004 0.00 0.00 100.0000 18.000 TOTAL 9.048 8.952 2475.05 / DRYWEL L PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT NVDROGRAPH DATE: 25- Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM - 1 CONCENTRATION POINT 1 LOSS RATES: LAO TIME EFFECTIVE RAIN 8 2 AREA DESIGNATION EAST 1/2 - OS-3 ADJUSTED LOSS RATE 0.074 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 0.29 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN -(IN.) 2.97 4 ULTIMATE DISCHARGE - CFS -HRSAN IMPERVIOUS AREA 1.000 AVE. 'N'• 0 FLOOD VOLUME•(AC.FT) 0.07 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.037 HEIGHT -FT 0 FLOODVOLUME- (CU.FT) 3128.37 6 LAG TIME - MINUTES #W/01 'C 0.00069 SLOPE FT/Ml SWIM RED. STORAGE (AC FT) 0.00 7 UNIT TIME - PERCENT OF LAG SDIV/01 AVE PERC RATE CFS 0.250 REQ STORAGE (CU FT) 0.00 8 S -CURVE WA 9 STORM FREQUENCY a DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.074 12 MINIMUM LOSS RATE 0.037 ' 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR WHIR IN/HR (CPS) (CF) 1 15 0.20 0.036 0.130 0.032 0.032 0.004 0,00 0.00 2 30 0.30 0.054 0.128 0.049 0.049 0.005 0,00 0.00 3 45 0.30 0.054 0.127 0.049 0.049 0.005 0.00 0.00 4 60 0.40 0.072 0.125 0.065 0.065 0.007 0.00 0.00 5 75 0.30 0.054 0.124 0.049 0.049 0.005 0.00 0.00 6 90 0.30 0.054 0.122 0.049 0.049 0.005 0.00 0.00 7 105 0.30 0.054 0.121 0.049 0.049 0.005 0.00 0.00 8 t20 0.40 0.072 0.120 0.065 0.065 0.007 0.00 0.00 9 135 0.40 0.072 0.118 0.065 0.065 0.007 0.00 0.00 10 150 0.40 0.072 0.117 0.065 0.065 0.007 0.00 0.00 11 165 0.50 0.090 0.115 0.081 0.081 0.009 0.00 0.00 12 180 0.50 0.090 0.114 0.081 0.081 0.009 0.00 0.00 13 195 0.50 0.090 0.112 0.081 0.081 0.009 0.00 0.00 14 210 0.50 0.090 0.111 0.081 0.081 0.009 0.00 0.00 15 225 0.50 0.090 0.110 0.081 0.081 0.009 0.00 0.00 16 240 0.60 0.108 0.108 0.097 0.097 0.011 0.00 0.00 17 255 0.60 0.108 0.107 0.097 0.107 0.001 0.00 0.00 18 _ 270 0.70 0.126 0.105 0.113 0.105 0.021 0.01 0.00 19 285 0.70 0.126 0.104 0.113 0.104 0.022 0.01 0.00 20 300 0.80 0.144 0.103 0.130 0.103 0.041 0.01 0.00 21 315 0.60 0.108 0.101 0.097 0.101 0.007 0.00 0.00 22 330 0.70 0.126 0.100 0.113 0.100 0.026 0.01 0.00 23 345 0.80 0.144 0.099 0.130 0.099 0.045 0.01 0.00 24 360 0.80 0.144 0.097 0.130 0.097 0.047 0.01 0.00 25 375 0.90 0.162 0.096 0.146 0.096 0.066 0.02 0.00 26 _ 390 0.90 0.162 0.095 0.146 0.095 0.067 0.02 0.00 27 405 1.00 0.180 0.094 0.162 0.094 0.086 0.03 0.00 28 420 1.00 0.160 0.092 0.162 0.092 0.088 0.03 0.00 29 435" 1.00 0.180 0.091 0.162 0.091 0.089 0.03 0.00 30 450 1.10 0.198 0.090 0.178 0.090 0.108 0.03 0.00 31 465 1.20 0.216 0.089 0.194 0.089 0.127 0.04 0.00 32 480 1.30 0.234 0.087 0.211 0.087 0.147 0.04 0.00 33 495 1.50 0.270 0.086 0.243 0.086 0.184 0.05 0.00 34 510 1.50 0.270 0.085 0.243 0.065 0.185 0.05 0.00 35 525 1.60 0.288 0.084 0.259 0.084 0.204 0.06 0.00 36 540 1.70 0.306 0.063 0.276 0.063 0.223 0.06 0.00 37 555 1.90 0.342 0.081 0.308 0.081 0.261 0.08 0.00 38 570 2.00 0.360 0.080 0.324 0.080 0.280 0.08 0.00 39 585 2.10 0 378 0.079 0.340 0.079 0.299 0.09 0.00 40 600 2.20 0.396 0.078 0.356 0 078 0.318 0.09 0.00 41 615 1.50 0.270 0.077 0.243 0.077 0.193 0.06 0.00 42 630 1.50 0.270 0.076 0.243 0.076 0.194 0.06 0.00 43 645 2.00 0.360 0.075 0.324 0.075 0.285 0.08 0.00 44 660 2.00 0.360 0.074 0.324 0.074 0.286 0.08 0.00 45 675 1.90 0.342 0.072 0.308 0.072 0.270 0.08 0.00 46 690 1.90 0.342 0.071 0.308 0.071 0.271 0.08 0.00 47 705 1.70 0.306 0.070 0.275 0.070 0.236 0.07 0.00 48 720 1.80 0.324 0.069 0.292 0.069 0.255 0.07 0.00 49 735 _2.50 0.450 0.068 0.405 0.068 0.382 0.11 0.00 50 750 2.60 0.468 - 0.067 0.421 0.067 0.401 0.12 0.00 51 765 2.80 0.504 0.066 0.454 0.066 0.438 0.13 0.00 52 780 _ 2.90 0.522 0.065 0.470 0.065 0.457 0.13 0.00 53 795 3.40 0.612 0.064 0.551 0064 0.548 0.16 0,00 54 810 3.40 0.612 0.063 0.551 0.063 0.549 0.16 0.00 55 825 2.30 0.414 0.062 0.373 0.062 0.352 0.10 0.00 56 840 2.30 0.414 0.061 0.373 0.061 0.353 0.10 0.00 57 855 2.70 0.486 0.060 0,437 0.060 0.426 0.12 0.00 58 870 2.60 0.468 0.059 0.421 0.059 0.409 0.12 0.00 59 885 2.60 0.468 0.059 0,421 0.059 0.409 0.12 0.00 60' 900 2.50 0,450 0.058 0.405 0.058 0.392 0.11 0.00 61 915 2.40 0.432 0.057 0.389 0.057 0.375 0.11 0.00 62 930 2.30 0,414 0.056 0.373 0.056 0.358 0.10 0.00 63 945 1.90 0.342 0.055 0.308 0.055 0.287 0.08 0.00 64 960 1.90 0.342 0.054 0.308 0.054 0.288 0.08 0.00 65 975 0.40 0.072 0.053 0.065 0.053 0.019 0.01 0.00 66 990 0.40 0.072 0.053 0.065 0.053 0.019 0.01 0.00 67 1005 0.30 0.054 0.052 0.049 0.052 0.002 0.00 0.00 68 1020 0.30 0.054 0.051 0.049 0.051 0.003 0.00 0.00 69 1035 _ 0.50 0.090 0.050 0.081 0.050 0.040 0.01 0.00 70 1050 0.50 0.090 0.049 0.081 0.049 0.041 0.01 0.00 71 1065 0.50 0.090 0.049 0.081 0.049 0.041 0.01 0.00 72 1080 0.40 0.072 0.048 0.065 0.048 0.024 0.01 0.00 73 1095 0.40 0.072 0.047 0.065 0.047 0.025 0.01 0.00 74 1110 0.40 0.072 0.047 0.065 0.047 0.025 0.01 0.00 75 1125 0.30 0.054 0.046 0.049 0.046 0.008 0.00 0.00 76 1140 0.20 0.036 0.045 0.032 0.032 0.004 0.00 0.00 77 1155 0.30 0.054 0.045 0.049 0.045 0.009 0.00 0.00 78 1170 0.40 0.072 0.044 0.065 0.044 0.028 0.01 0.00 79 1185 0.30 0.054 0.043 0.049 0.043 0.011 0.00 0.00 80 1200 0.20 0.036 0.043 0.032 0.032 0.004 0.00 0.00 81 1215 0.30 0.054 0.042 0.049 0.042 0.012 0.00 0.00 82 .1230 0.30 0.054 0.042 0.049 0.042 0.012 0.00 0.00 83 1245 0.30 0.054 0.041 0.049 0.041 0.013 0.00 0.00 84 1260 0.20 0.036 0.041 0.032 0.032 0.004 0.00 0.00 85 1275 0.30 0.054 0.040 0.049 0.040 0.014 0.00 0.00 86 1290 0.20 0.036 0.040 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 0.054 0.039 0.049 0.039 0.015 0.00 0.00 88 1320 0.20 0.036 0.039 0.032 0.032 0.004 0.00 0.00 89 1335 0.30 0.054 0.039 0.049 0.039 0,015 0.00 0.00 90 1350 0.20 0.036 0.038 0.032 0.032 0.004 0.00 0.00 91 1365 0.20 0.036 0.038 0.032 0.032 0.004 0.00 0.00 92 1380 0.20 0.036 0.038 0.032 0.032 0.004 0.00 0.00 93 1395 0.20 0.036 0.037 0,032 0.032 0.004 0.00 0.00 94 1410 0.20 0.036 0.037 0.032 0.032 0.004 0.00 0.00 95 1425 0.20 0.036 0.037 0.032 - 0.032 0.004 0.00 0.00 96 1440 0.20 0.036 0.037 0.032 0.032 0.004 0.00 0.00 100.0000 18.000 TOTAL 6.113 11.687 0.00 W /TH / ORYWAF LL PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 25-Jan-99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT I LOSS RATES: LAG TIME: EFFECTIVE RAIN & 2 AREA DESIGNATION P2 -1 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 0.69 L.R. FOR DERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.55 4 ULTIMATE DISCHARGE- CFS•HRSAN IMPERVIOUS AREA 0.950 AVE. 'N'- 0 FLOOD VOLUME= (AC.FT) 0.15 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 6386.68 6 LAG TIME - MINUTES aDIVIDI 'C 0.00099 SLOPE FT/MI sm/01 REQ. STORAGE (AC Fn 0.01 7 UNIT TIME- PERCENT OF LAG aDIV/01 AVE PERC RATE CFS 0:250 RED. STORAGE (CU FT) 319.34 8 S -CURVE N/A 9 STORM FREQUENCY B DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE 0.05365 ' 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IWHR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IWHR IN/HR IWHR (CFS) (CF) 1 15 0.20 0.036 0.188 0.032 0.032 0.004 0.00 0.00 2 30 0.30 0.054 - 0.186 0.049 0.049 0.005 0.00 0.00 3 45 0.30 0.054 0.184 0.049 0.049 0.005 0.00 0.00 ' 4 60 0.40 0.072 0.182 0.065 0.065 0.007 0.00 0.00 5 75 0.30 0.054 0.180 D.049 0.049 0.005 0.00 - 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0. DO 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.00 0.00 8 120 0.40 0.072 0.173 0.065 0.065 0.007 0.00 0.00 9 135 0.40 0.072 0.171 0.065 0.065 0.007 0.00 0.00 10 150 0.40 - 0.072 0.169 0.065 0.065 0.007 0.00 0.00 11 165 0.50 0.090 0.167 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.163 0.081 0.081 0.009 0.01 0.D0 14 210 0.50 0.090 0.161 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.159 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.01 0.00 19 285 0.70 0.126 0.151 0.113 0.113 0.013 0.01 0.00 20 300 - 0.80 0.144 0.149 0.130 0.130 0.014 0.01 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.01 0.00 22 330 0.70 0.126 0.145 0.113 0.113 0.013 0.01 0.00 23 345 0.80 0.144 0.143 0.130 0.143 0.001 0.00 0.00 24 360 0.80 0.144 0.141 0.130 0.141 0.003 0.00 0.00 25 375 0.90 0.162 0.139 0.146 0.139 0.023 0.02 0.00 26 390 0.90 0.162 0.138 0.146 - 0.138 0.024 0.02 0.00 27 405 1.00 0.180 0.136 0.162 0.136 0.044 0.03 0.00 28 420 1.00 0.180 0.134 0.162 0.134 0.046 0.03 0.00 29 435 1.00 0.180 0.132 0.162 0.132 0.048 0.03 0.00 30 450 1.10 0.198 0.130 0.178 0.130 0.068 0.05 0.00 31 465 1.20 0.216 0.128 0.194 0.128 0.088 0.06 0.D0 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.07 0.00 33 495 1.50 0.270 0.125 0.243 - 0.125 0.145 0.10 0.D0 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.10 0.00 35 525 1.60 0.288 0.121 0.259 0.121 0.167 0.11 0.00 m m m m m m � m m m � r m m m m m m m 36 540 1.70 0.306 0.120 0.275 0.120 0.166 0.13 0.00 37 555 1.90 0.342 0.118 0.308 0.118 0.224 0.15 0.00 38 570 2.00 0.360 0.116 0.324 0.116 0.244 0.17 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 0.18 0.00 40 600 2.20 0.396 0.113 0.356 0.113 0.241 0.20 0.00 41 615 1.50 0.270 0.111 0.243 0.111 0.159 0.11 0.00 42 630 1.50 0.270 0.110 0.243 0.110 0.160 0.11 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0.252 0.17 0.00 44 660 2.00 0.360 0.107 0.324 0.107 0.253 0.17 0.00 45 675 1.90 0.342 0.105 0.308 0.105 0.237 0.16 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0.239 0.16 0.00 47 705 1.70 0.306 0.102 0.275 0.102 0.204 0.14 0.00 48 720 _ 1.60 0.324 0.100 0.292 0.100 0.224 0.15 0.00 49 735 2.50 0.450 .0.099 0.405 0.099 0.351 0.24 0.00 50 750 2.60 0.468 0.097 0.421 0.097 0.371 0.26 5.13 51 765 2.60 0.504 0.096 0.454 0.096 0.408 0.28 28.39 52 780 2.90 0.522 0.095 0.470 0.095 0.427 0.29 40,47 53 795 3.40 0.612 0.093 0.551 0.093 0.519 0.36 97.25 54 810 3.40 0.612 0.092 0.551 0.092 0.520 0.36 98.12 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.22 0.00 56 640 2.30 0.414 0.089 0.373 0.089 0.325 0.22 0.00 57 855 2.70 0.486 0.088 0.437 0.088 0.398 0.27 22,44 58 870 2.60 0.468 0.086 0.421 0.086 0.382 0.26 12.09 59 885 2.60 0.468 0.085 0.421 0.085 0.383 0.26 12.91 60 900 2.50 0.450 0.084 0.405 0.084 0.366 0.25 2.54 61 915 2.40 0.432 0.082 0.389 0.082 0.350 0.24 0.00 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.23 0.00 63 945 1.90 0.342 0.080 0.308 0.060 0.262 0.18 0.00 64 960 1.90 0.342 0.079 0.308 0.079 0.263 0.18 0.00 65 975 0.40 0.072 0.077 0.065 0.065 0.007 0.00 0.00 66 990 0.40 0.072 0.076 0.065 0.065 0.007 0.00 0.00 67 1005 0.30 O.D54 0.075 0.049 0.049 0.005 0.00 0.00 68 1020 0.30 0.054 0.074 0.049 0.049 0.005 0.00 0.00 69 1035 0.50 - 0.090 0.073 0.081 0.073 0.017 0.01 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.01 0.00 71 1065 0.50 0.090 0.071 0.081 0.071 0.019 0.01 0.00 72 1080 0.40 0.072 0.070 0.065 0.070 0.' D02 0.00 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.03 0.00 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.004 0.00 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.00 0.00 76 1140 0.20 0.036 0.066 0.032 0.032 0.004 0.00 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.00 0.00 78 1170 0.40 0.072 0.064 0.065 0.064 0.008 0.01 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0.005 0.00 0. DO 80 1200 0.20 0.036 0.062 0.032 0.032 0.004 0.00 0.00 81 1215 0.30 0.054 0.061 0.049 0.049 0.005 0.00 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 0.005 0.00 , 0.00 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.00 0. DO 84 1260 0.20 0.036 0.059 0.032 0.032 0.004 0.00 0.00 85 1275 0.30 0.054 0.058 0.049 0.049 0.005 0.00 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 0.054 0.057 0.049 0.049 0.005 0.00 0.00 88 1320 0.20 0.036 0.057 0.032 0.032 0.004 0.00 0. DO 89 1335 0.30 0.054 0.056 0.049 0.049 0.005 0.00 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0.00 0.00 91 1365 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 92 1380 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 93 1395 020 0.036 0.054 0.032 0.032 0.004 0.00 0.00 94 1410 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 95 1425 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 96 1440 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 100.0000 18.000 -TOTAL 7.800 10.200 319.34 r P3-2, P3-4 w17H 41 ?RY k1EL L S PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH , DATE: 25- Jan-99 - R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 6 2 AREA DESIGNATION P2 -21 P2 -31 P3-21 P3.4 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 2.8 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.55 4 ULTIMATE DISCHARGE-CFS- HRS/IN IMPERVIOUS AREA 0.950 AVE. •M- 0 FLOOD VOLUME•(AC.Ff) 0.59 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 25916.95 6 LAG TIME- MINUTES 41OIV101 •C 0.00099 SLOPE FT/MI SM/01 RED. STORAGE (AC FT) 0.03 7 UNIT TIME- PERCENT OF LAG #DIV/01 AVE PERC RATE CFS 1.000 RED. STORAGE (CU FT) 1413.28 8 S CURVE WA ' 9 STORM FREQUENCY & DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORWINCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE 0.05365 13 CONSTANT LOSS RATE N/A ' 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR IN/HR - (CFS) (CF) 1 15 0.20 0.036 0.188 0.032 0.032 0.004 0.01 0.00 2 30 0.30 0.054 0.186 0.049 0.049 0.005 0.02 0.00 3 45 0.30 0.054 0.184 0.049 0.049 0.005 0.02 0.00 4 60 0.40 0.072 0.182 0.065 0.065 0.007 0.02 0.00 5 75 0.30 0.054 0.180 0.049 0.049 0.005 0.02 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0.02 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.02 0.00 8 120 0.40 0.072 0.173 0.065 0.065 0.007 0.02 0.00 9 135 0.40 0.072 0.171 0.065 0.065 0.007 0.02 0.00 10 150 0.40 0.072 0.169 0.065 0.065 0.007 0.02 0.00 11 165 0.50 0.090 0.167 0.081 0.081 0.009 - 0.03 0.00 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.03 0.00 ' 13 195 0.50 0.090 0.163 0.081 0.081 0.009 0.03 0.00 14 210 0.50 0.090 0.161 0.081 0.081 0.009 0.03 0.00 15 225 0.50 0.090 0.159 0.081 0.081 0.009 - 0.03 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.03 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.03 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.04 0.00 19 285 0.70 0.126 0.151 0.113 0.113 0.013 0.04 0.00 20 300 0.80 0.144 0.149 0.130 0.130 0.014 0.04 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.03 0.00 22 330 0.70 0.126 0.145 0.113 0.113 0.013 0.04 0.00 23 345 0.80 0.144 0.143 0.130 0.143 0.001 0.00 0.00 24 360 0.80 0.144 0.141 0.130 0.141 0.003 0.01 0.00 25 375 0.90 0.162 0.139 0.146 0.139 0.023 0.06 0.00 26 390 0.90 0.162 0.138 0.146 0.138 0.024 0.07 0.00 27 405 1.00 0.180 0.136 0.162 0.136 0.044 0.12 _ 0.00 28 420 1.00 0.180 0.134 0.162 0.134 0.046 0.13 0.00 29 435 1.00 0.180 0.132 0.162 0.132 0.048 0.13 0.00 30 450 1.10 0.198 0.130 0.178 0.130 0.068 0.19 0.00 31 465 1.20 0.216 0.128 0.194 0.128 0.088 0.25 0.00 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.30 0.00 33 495 1.50 0.270 0.125 0.243 0.125 0.145 0.41 0.00 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.41 0.00 35 525 1.60 0.288 0.121 0.259 0.121 0.167. 0.47 0.00 m m m� w m m == m r r a m= m m m 36 540 1.70 0.306 0.120 0.275 0.120 0.186 0.52 0.00 37 555 1.90 0.342 0.118 0.308 0.118 0.224 0.63 0.00 38 570 2.00 0.360 0,116 0.324 - 0.116 0.244 0.68 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 0.74 0.00 40 600 2.20 0196 0.113 0.356 0.113 0.283 0.79 0.00 41 615 1.50 0.270 0.111 0.243 0.111 0.159 0.44 0.00 42 630 1.50 0.270 0.110 0.243 0.110 0.160 0.45 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0.252 0.71 0.00 44 660 2.00 0.360 0.107 0.324 0.107 0.253 0.71 0.00 45 675 1.90 0.342 0.105 0.308 0.105 0.237 0.66 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0.239 0.67 0.00 47 705 1.70 0.306 0.102 0.275 0.102 0.204 0.57 0.00 48 720 1,80 0.324 0.100 0.292 0.100 0.714 0.63 0.00 49 735 2.50 0.450 0.099 0.405 0.099 0.351 0.98 0.00 50 750 2.60 0.468 0.097 0.421 0.097 0.371 1.04 33.84 51 765 2.80 0.504 0.096 0.454 0.096 0.408 1.14 128.26 52 780 - 2.90 0.522 0.095 0.470 0.095 0.427 1.20 177.27 53 795 3.40 0.612 0.093 0.551 O.D93 0.519 1.45 407.67 54 810 3.40 0.612 0.092 0.551 0.092 0.520 1.46 411.23 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.91 0.00 56 840 2.30 0.414 0.089 0.373 0.089 0.325 0.91 0.00 57 855 2.70 0.486 0.088 0.437 0.088 0.398 1.12 104. t 1 58 870 2.60 0.468 0.086 0.421 0.086 0.382 1.07 62.12 59 885 2.60 0.468 0.085 0.421 0.085 0.383 1.07 65.44 60 900 2.50 OA50 0.084 0.405 0.084 0.366 1.03 23.35 61 915 2.40 0432 0.082 0.389 0.082 0.350 0.98 0.00 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.93 0.00 63 945 1.90 0.342 0.080 0.308 0.080 0.262 0.73 0.00 64 960 1.90 0.342 0.079 0.308 0.079 0.263 0.74 0.00 65 975 0.40 0.072 0.077 0.065 0.065 0.007 0.02 0.00 66 990 0.40 0.072 0.076. 0.065 0.065 - 0.007 0.02 - 0.00 67 1005 0.30 0.054 0.075 0.049 0.049 0.005 0.02 0.00 68 1020 0.30 0.054 0.074 0.049 0.049 0.005 0.02 0.00 69 1035 0.50 0.090 0.073 0.081 0.073 0.017 0.05 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.05 0.00 71 1065. 0.50 0.090 0.071 0.081 0.071 0.019 0.05 0.00 72 1060 0.40 0.072 0.070 0.065 0.070 0.002 0.01 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.003 0.01 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.004 0.01 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.02 0.00 76 1140 0.20 0.036 0.066 0.032 0.032 0.004 0.01 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.02 0.00 78 1170 0.40 0.072 0.064 0.065 0.064 0.008 0.02 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0.005 0.02 0.00 80 1200 0.20 0.036 0.062 0.032 0.032 0.004 0.01 0.00 81 1215 0.30 0.054 0.061 0.049 0.049 0.005 0.02 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 0.005 0.02 0.00 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.02 0.00 84 1260 0.20 0.036 0.059 0.032 0.032 0.004 0.01 0.00 85 1275 0.30 0.054 0.058 0.049 0.049 0.005 0.02 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.01 0.00 87 1305 0.30 0.054 0.057 0.049 0.049 0.005 0.02 0.00 88 1320 - 0.20 0.036 0.057 0.032 0.032 0.004 0.01 0.00 89 1335 0.30 0.054 0. D56 0.049 0.049 0.005 0.02 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0.01 0.00 91 1365 0.20 0.036 0.055 0.032 0.032 0.004 0.01 _ 0.00 92 1360 0.20 0.036 0.055 0.032 0.032 0.004 0.01 0.00 93 1395 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 94 1410 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 95 1425 020 0.036 0.054 0.032 0.032 0.004 0.01 0.00 96 1440 0.20 0.036 0.054 0.032 0.032 0.004 0.01 0.00 100.0000 18.000 TOTAL 7.800 10.200 1413.28 bRl/k/5L L PROJECT: LA QUANTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 25-Jan-99 R.C.F.C.D SHORTCUT METHOD ` PROJECT NO.: 40382 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM , 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 8 2 AREA DESIGNATION P24 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 0.69 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN -(IN.) 2.55 4 ULTIMATE DISCHARGE-OFS -HRSAN IMPERVIOUS AREA 0.950 AVE. 'N'= 0 FLOOD VOLUME =(AC.FT) 0.15 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 6386.68 6 LAG TIME - MINUTES *DfVMI 'C' 0.00099 SLOPE FT/Ml i/wlef REG. STORAGE (AC FT) 0.01 7 UNIT TIME- PERCENT OF LAG #DIV/01 AVE PERC RATE CFS 0.250 REQ. STORAGE (CU FT) 319.34 8 S -CURVE WA 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM - INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE 0.05365 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR WHIR (CFS) (CF) 1 15 0.20 0.036 0.168 0.032 0.032 0.004 0.00 0.00 2 30 0.30 0.054 0.186 0.049 0.049 0.005 0.00 0.00 3 45 0.30 0.054 0.184 0.049 0.049 0.005 0.00 0.00 4 60 0.40 0.072 - 0.182 0.065 0.065 0.007 0.00 0.00 5 75 0.30 0.054 0.160 0.049 0.049 0.005 0.00 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0.00 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.00 0.00 8 120 0.40 0.072 0.173 0.065 0.D65 0.007 0.00 0.00 9 135 0.40 0.072 0.171 0.065 0.065 0.007 0.00 0.00 10 150 0.40 0.072 0.169 O.D65 0.065 0.007 0.00 0.00 11 165 0.50 0.090 0.167 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.01 0.00 13 195 0.50 0.090 0.163 0.081 0.081 0.009 0.01 0.00 14 210 0.50 0.090 0.161 0.081 0.061 0.009 0.01 0.00 15 225 0.50 0.090 0.159 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.01 0.00 19' 285 0.70 0.126 0.151 0.113 0.113 0.013 0.01 0.00 20 300 0.80 0.144 0. t49 0.130 0.130 0.014 0.01 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.01 0.00 22 330 0.70 0.126 0.145 0.113 0.113 0.013 0.01 0.00 23 345 _ 0.80 0.144 0.143 0.130 0.143 0.001 0.00 0.00 24 360 0.80 0.144 0.141 0.130 M 141 0.003 0.00 0.00 25 375 0.90 0.162 0.139 0.146 0.139 0.023 0.02 0.00 26 390 0.90 0.162 0.138 0.146 0.138 0.024 0.02 0.00 27 405 1.00 0.180 O. t36 0.162 0.136 0.06" 0.03 0.00 28 420 1.00 0.180 0.134 0.162 0.134 0.046 0.03 0.00 . 29 435 1.00 0.180 0.132 0.162 0.132 0.048 0.03 0.00 - 30 450 1.10 0.198 0.130 0.178 0.130 0.068 0.05 0.00 31 465 1.20 0.216 0.128 0.194 0.128 0.088 0.06 0.00 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.07 0.00 33 495 1.50 0.270 0.125 0.243 0.125 0.145 0.10 0.00 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.10 0.00 35 525 1.60 0.288 0.121 0.259 0.121 0.167 0.11 0.00 m m m= m r m m 36 540 1.70 0.306 0.120 0.275 0.120 0.186 0.13 0.00 - 37 555 1.90 0.342 10.118 0.308 0.118 0.224 0.15 0.00 38 570 2.00 0.360 0.116 0.324 0.116 0.244 0.17 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 0.18 000 40 600 2.20 0.396 0.113 0.356 0.113 0.283 0.20 0.00 41 615 1.50 0.270 0.111 0.243 0.111 . 0. t59 0.11 0.00 42 630 1.50 0.270 0.110 0143 0.110 0.160 0.11 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0:252 0.17 0.00 44 660 2.00 0.360 0.107 0.324 _ 0.107 0.253 0.17 0.00 45 675 1.90 0.342 0.105 0.308 0.105 0.237 0.16 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0.239 0.16 0.00 47 705 1.70 0.306 0.102 0.275 0.102 0.204 0.14 0.00 48 720 1.80 0.324 0.100 0.292 0.100 0.224 0.15 0.00 49 735 2.50 0.450 0.099 0.405 0.099 0.351 0.24 0.00 50 750 2.60 0.468 0.097 0.421 0.097 0.371 0.26 5.13 51 765 2.80 0.504 0.096 0.454 0.096 0.408 0.28 28.39 52 780 2.90 0.522 0.095 0.470 0.095 0.427 0.29 40.47 53 795 3.40 0.612 0.093 0.551 0.093 0.519 0.36 97.25 54 810 3.40 0.612 0.092 0.551 0.092 0.520 0.36 98.12 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.22 0.00 56 640 2.30 0.414 0.089 0.373 0.089 0.325 0.22 0.00 57 855 2.70 0.486 0.088 0.437 0.088 0.398 0.27 22.44 58 870 2.60 0.468 0.086 OA21 0.086 0,382 026 12.09 59 885 2.60 0.468 0.085 0.421 0.085 0.383 0.26 12.91 60 900 2.50 0.450 0.084 0.405 0.084 0.366 0.25 2.54 61 915 2.40 0.432 0.082 0.389 0.082 0.350 0.24 0.00 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.23 0.00 63 945 1.90 0.342 0.080 0.308 0.080 0.262 0.18 0.00 64 960 1.90 0.342 0.079 0.308 0.079 0.263 0.18 0.00 65 975 0.40 '0.072 0.077 0.065 0.065 0.007 0.00 0.00 66 990 0.40 0.072 0.076 0.065 0.065 0.007 0.00 0.00 67 1005 0.30 0.054 0.075 0.049 0.049 0.005 0.00 0.00 68 1020 0.30 0.054 0.074 0.049 0.049 0.005 - 0.00 0.00 69 1035 0.50 0.090 0.073 0.081 0.073 0.017 0.01 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.01 0.00 71 1065 0.50 0.090 0.071 0.081 0.071 0.019 0.01 0.00 72 - - 1080 0.40 0.072 0.070 0.065 0.070 0.002 0.00 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.003 0.00 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.004 0.00 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.00 0.00 76 1140 0.20 0.036 0.066 0.032 0.032 0.004 0.00 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.00 0.00 78 1170 0.40 0.072 0.064 0.065 0.064 0.008 0.01 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0.005 0.00 0.00 80 1200 0.20 0.036 0.062 ' 0.032 0.032 0.004 0.00 0.00 81 1215 0.30 0.054 0.061 0.049 0.049 0.005 0.00 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 0.005 0.00 0.00 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.00 0.00 84 1260 0.20 0.036 0.059 0.032 0.032 0.004 0.00 0.00 85 1275 • 0.30 0.054 0.058 0.049 0.049 0.005 0.00 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 O.D54 0.057 0.049 0.049 0.005 0.00 0.00 88 1320 0.20 0.036 0.057 0.032 0.032 0.004 0.00 0.00 89 1335 0.30 0.054 0.056 0.049 0.049 0.005 0.00 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0.00 0.00 91 1365 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 92 1380 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 93 1395 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 94 1410 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 95 1425 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 96 1440 0.20 0.036 0.054 0.032 0.032 0.004 .0.00 0.00 100.0000 18.000 TOTAL 7.800 10.200 319.34 W/7H Z bRYWEL L S PROJECT: LA QUINTA AUTO MALL SYNTHETIC UNIT HYDROGRAPH DATE: 25-Jan -99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 - VARIABLE LOSS RATE - CHECKED BY: DLS 24 HR- 100 YR STORM ' 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN a 2 AREA DESIGNATION P31 ADJUSTED LOSS RATE 0.141 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 1.6 L.R. FOR PERU. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.24 4 ULTIMATE DISCHARGE-CFS•HRS/IN IMPERVIOUS AREA 0.900 AVE. 'N- 0 FLOOD VOLUME- (AC.FT) 0.30 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.070 HEIGHT•FT 0 FLOOD VOLUME =(CU.FT) 12997.69 6 LAG TIME - MINUTES omfoI •C• 0.00130 SLOPE FT/MI #DI1//OI REQ. STORAGE (AC FT) 0.02 7 UNIT TIME - PERCENT OF LAG mIVAI AVE PERC RATE CFS 0.500 REQ. STORAGE (CU FT) 1050.12 8 S -CURVE WA 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1406 12 MINIMUM LOSS RATE 0.0703 13 CONSTANT LOSS RATE N/A 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IWHR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) INIHR INIHR IN/HR INMR (CFS) (CF) 1 is 0.20 0.036 0.247 0.32 0.032 0.004 0.01 0.00 2 30 0.30 0.054 0.244 0.049 0.049 0.005 0.01 0.00 3 45 0.30 0.054 0.241 0.049 0.049 0.005 0.01 0.00 4 60 0.40 0.072 0.238 0.065 0.065 0.007 0.01 0. DO 5 75 0.30 0.054 0.235 - 0.049 0.049 0.005 0.01 0.00 6 90 0.30 0.054 0.233 0.049 0.049 0.005 0.01 0.00 . 7 1D5 0.30 0.054 0.230 0.049 0.019 0.005 0.01 0. DO 8 120 0.40 0.072 0.227 0.065 0.065 0.007 0.01 0.00 9 135 0.40 0.072 0.224 0.065 0.065 0.007 0.01 0.00 10 . 150 0.40 0.072 0.222 0.065 0.065 - 0.007 0.01 0. DO 11 165 0.50 0.090 0.219 0.081 0.081 0.009 0.01 0.00 12 180 0.50 0.090 0.216 0.081 0.081 0.009 0.01 0. DO 13 195 0.50 0.090 0.213 0.081 0.081 0.009 0.01 0.00 14 210 0.50 0.090 0.211 0.081 0.081 0.009 0.01 0.00 15 225 0.50 0.090 0.208 0.081 0.081 0.009 0.01 0. DO 16 240 0.60 0.108 0.206 0.097 0.097 0.011 0.02 0.00 17 255 0.60 0.108 0.203 0.097 0.097 0.011 0.02 0. DO 18 270 0.70 0.126 0.200 0.113 0.113 0.013 0.02 0.00 19 285 0.70 0.126 0.198 0.113 0.113 0.013 0.02 0.00 20 300 0.60 0.144 0.195 0.130 0.130 0.014 0.02 0.00 21 315 0.60 0.108 0.193 0.097 0.097 0.011 0.02 0,D0 22 330 0.70 0.126 0.190 0,113 0.113 0.013 0.02 0.00 23 345 0.80 0.144 0.188 0.130 0.130 0.014 0.02 0.00 24 360 - 0.80 0.144 0.185 0.130 0.130 0.014 0.02 0.00 25 375 0.90 0.162 0,183 0.146 0.146 0.016 0.03 0.00 26 390 0.90 0.162 0.180 0.146 0.146 0.016 0.03 0.00 27 405 1.00 0.180 0.178 0.162 0.178 0.002 0.00 0.00 28 420 1.00 0.160 0.175 0.162 0.175 0.005 0.01 0.00 29 , 435 1.00 0.180 0.173 0.162 0.173 0.007 0.01 0.00 . 30 450 1,10 0.198 0.171 0.178 0.171 0.027 0.04 0.00 31 465 1.20 0.216 0.168 0.194 0.168 0.048 0.08 0.00 32 480 1.30 0.234 0.166 0.211 0.166 _ 0.068 0.11 0. DO 33 495 1.50 0.270 0.164 0.243 0.164 0.106 0.17 0.00 34 510 1.50 0.270 0.161 0.243 0.161 0.109 0.17 0.00 35 525 1.60 0.288 0.159 0.259 0.159 0.129 0.21 0.00 r� rr �r rr rr rr rr �r rr �r rr �r err rr r■� r �r r �r 36 540 1.70 0.306 0.157 0.275 0.157 0.149 0.24 0.00 37 555 1.90 0.342 0.155 0.308 0.155 0.187 0.30 0.00 38 570 2.00 0.360 0.152 0.324 0.152 0.208 0.33 0.00 39 585 2.10 0.378 0.150 0.340 0.150 0.228 0.36 0.00 40 600 2.20' 0.396 0.148 0.356 0.148 0.248 0.40 0.00 41 615 1.50 - 0170 0.146 0.243 0.146 0.124 0.20 0.00 42 630 1.50 0.270 0.144 0.243 0.144 0.126 0.20 - 0.00 43 645 2.00 0.360 0.142 0.324 0.142 0.218 0.35 0.00 44 660 2.00 0.360 0.140 0.324 0.140 0.220 0.35 0.00 45 675 1.90 0.342 0.138 0.308 0.138 0.204 0.33 0.00 46 690 1.90 0.342 0.136 0.308 0.136 0.206 0.33 0.00 47 705 1.70 0.306 0.134 0.275 0.134 0.172 0.28 0.00 48 720 1.80 0.324 0.132 0.292 0.132 0.192 0.31 0.00 49 735 2.50 0.450 0.130 0.105 0.130 0.320 0.51 11.36 50 750 2.60 0.468 0.128 0.421 0.128 0.340 0.54 40.08 51 765 2.80 0.504 0.126 0.454 0.126 0.378 0.61 94.69 52 _ 780 2.90 0.522 0.124 0470 0124 0.398 0.64 123.34 53 .795 3.40 0.612 0.122 0.551 0.122 0.490 0.78 255.64 54 810 3.40 0.612 0.120 0.551 0.120 0.492 039 258.31 55 825 2.30 0.414 0.118 0.373 0.118 0.296 0.47 0.00 56 840 2.30 0.414 0.116 0.373 0.116 0.298 0.48 0.00 57 855 2.70 0.486 0.115 0.437 0.115 0.371 0.59 84.65 58 870 2.60 0.468 0.113 0.421 0.113 0.355 0.57 61.26 59 885 2.60 0.468 0.111 0.421 0.111 0.357 0.57 63.74 60 900 2.50 0.450 0.110 0.405 0.110 0.340 0.54 40.27 61 915 2.40 0.432 0.108 0.389 0.108 0.324 0.52 16.77 62 930 2.30 0.414 0.106 0.373 0.106 0.308 0.49 0.00 63 945 - 1.90 0.342 0.105 0.308 0.105 0.237 0.38 0.00 64 960 1.90 0.342 0.103 0.308 0.103 0.239 0.38 0.00 65 975 0.40 0.072 0.101 0.065 0.065 0.007 0.01 0.00 66 990 0.40 0.072 0.100 0.065 0.065 0.007 0.01 0.00 67 1005 0.30 0.054 0.098 0.049 0.049 0.005 0.01 0.00 68 1020 0.30 0.054 0.097 0.049 0.049 0.005 0.01 0.00 69 1035 0.50 0.090 0.095 0.081 0.061 0.009 0.01 0.00 70 1050 0.50 0.090 0.094 0.081 0.081 0.009 0.01 0.00 71 1065 0.50 0.090 0.093 0.081 0.081 0.009 0.01 0.00 72 1080 0.40 0.072 0.091 0.065 0.065 0.007 0.01 0.00 73 1095 0.40 0.072 0.090 0.065 0.065 0.007 0.01 0.00 74 - 1110 0.40 0.072 0.089 0.065 0.065 0.007 0.01 0.00 75 1125 0.30 0.054 0.087 0.049 0.049 0.005 0.01 0.00 76 1140 0.20 0.036 0.086 0.032 0.032 0.004 0.01 0.00 77 1155 0.30 0.054 0.085 0.049 0.049 0.005 0.01 0.00 78 1170 0.40 0.072 0.084 0.065 0.065 0.007 0.01 0.00 79 1185 0.30 0.054 0.083 0.049 0.049 0.005 0.01 0.00 80 1200 0.20 0 036 0.081 0.032 0.032 0.004 0.01 0.00 81 1215 0.30 0.054 0.080 0.049 0.049 0.005 0.01 0.00 82 1230 0.30 0.054 0.079 0.049 0.049 0.005 0.01 0.00 63 1245 0.30 0.054 0.078 0.049 0.049 0.005 0.01 0.00 84 1260 0.20 0.036 0.077 0.032 0.032 0.004 0.01 0.00 85 1275 0.30 0.054 0.077 0.049 0.049 0.005 0.01 0.00 86 1290 0.20 0.036 0.076 0.032 0.032 0.004 0.01 0.00 87 1305 0.30 0.054 0.075 0.049 0.049 0.005 0.01 0.00 88 1320 0.20 0.036 0.074 0.032 0.032 0.004 0.01 0.00 89 1335 0.30 0.054 0.073 0.049 0.049 0.005 0.01 0.00 90 1350 0.20 0.036 0.073 0.032 0.032 0.004 0.01 0.00 91 1365 0.20 0.036 0.072 0.032 0.032 0.004 0.01 0.00 92 1360 0.20 0.036 0.072 0.032 0.032 0.004 0.01 0.00 93 1395 0.20 0.036 0.071 0.032 0.032 0.004 0.01 0.00 94 1410 0.20 0.036 0.071 0.032 0.032 0.004 0.01 0.00 95 1425 0.20 0.036 0.070 0.032 0.032 0.004 0.01 0.00 96 1440 0.20 0.036 0.070 0.032 0.032 0.004 0.01 0.00 100.0000 18.000 TOTAL 9.048 8.952 1050.12 "000f/io,m-- WiJMF�- M 6(//7H ^1"AIMIE PROJECT: LA OUINTA AUTO MALL SYNTHETIC UNIT HYOROGRAPH DATE: 25- Jarr99 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40382 VARABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN d ' 2 AREA DESIGNATION P3.3 ADJUSTED LOSS RATE 0.107 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 1.2 L.R, FOR PERV. AREA 0.740 LA (FT) 0 EFFECTIVE RAIN-(IN.) 2.55 4 ULTIMATE DISCHARGE - CFS -HRSAN IMPERVIOUS AREA 0.950 AVE. 'N'= 0 FLOOD VOLUME•(AC.Fr) 0.25 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.054 HEIGHT -FT 0 FLOOD VOLUME- (CU.FT) 11107.27 6 LAO TIME - MINUTES #DIVI01 'C' 0.00099 SLOPE FT/Ml /ONAI REQ. STORAGE (AC FT) 0.01 7 UNIT TIME- PERCENT OF LAG #DIVI01 AVE PERC RATE CFS 0.500' REQ. STORAGE (CU FT) 234.07 8 S-CURVE WA 9 STORM FREQUENCY 6 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 4.50 11 VARIABLE LOSS RATE (AVG) 0.1073 12 MINIMUM LOSS RATE 0.05365 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) ' ��f1.9~ UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (IN/HR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) IN/HR IN/HR IN/HR IN/HR (CFS) (CF) 1 15 0.20 0.036 0.188 0.032 0.032 0.004 0.00 0.00 2 30 0.30 0.054 0.186 0.049 0.049 0.005 0.01 0.00 3 45 0.30 0.054 0.184 0.049 0.049 0.005 0.01 0.00 4 60 0.40 0.072 0.182 0.065 0.065 0.007 0.01 0.00 5 75 0.30 0.054 0.180 0.049 0.049 0.005 0.01 0.00 6 90 0.30 0.054 0.178 0.049 0.049 0.005 0.01 0.00 7 105 0.30 0.054 0.175 0.049 0.049 0.005 0.01 0.00 8 120 0.40 0.072 0.173 0.065 0.065 0.007 0.01 0.00 9 135 0.40 0.072 0.171 0.065 0.065 0.007 0.01 0.00 10 150 0.40 0.072 0.169 0.065 _ 0.065 0.007 0.01 0.00 11 165 0.50 0.090 0.167 0.081 0.081. 0.009 0.01 0.00 12 180 0.50 0.090 0.165 0.081 0.081 0.009 0.01 0.00 13 - 195 0.50 0. D90 0.163 0.061 0.081 0.009 0.01 0.00 14 210 0.50 O. D90 0.161 0.081 0.081 0.009 0.01 _ 0. DO 15 225 0.50 0.090 0.159 0.081 0.081 0.009 0.01 0.00 16 240 0.60 0.108 0.157 0.097 0.097 0.011 0.01 0.00 17 255 0.60 0.108 0.155 0.097 0.097 0.011 0.01 0.00 18 270 0.70 0.126 0.153 0.113 0.113 0.013 0.02 0. DO 19 285 0.70 0.126 0.151 0.113 0.113 0.013 0.02 0.00 20 300 0.80 0.144 0.149 0.130 0.130 0.014 0.02 0.00 21 315 0.60 0.108 0.147 0.097 0.097 0.011 0.01 0.00 22 330 0.70 0.126 0.145 0.113 0.113 0.013 0.02 0.00 23 345 0.80 0.144 0.143 0.130 0.143 0.001 0.00 0.00 . 24 360 0.80 0.144 0.141 0.130 0.141 0.003 O.DO 0. DO 25 375 0.90 0.162 0.139 0.146 0.139 0.023 0.03 0.00 26 390 0.90 0.162 0.138 0.146 0.138 0.024 0.03 0.00 27 405 1.00 0.180 0.136 0.162 0.136 0.044 0.D5 0.00 28 420 1.DO 0.180 0.134 0.162 0.134 0.046 0.06 0.00 29 435 1.00 0.180 0.132 0.162 0.132 0.048 0.06 0.00 30 450 1.10 0.198 0.130 , . 0.178 0.130 0.068 0.08 0.DO 31 465 1.20 0.216 0.128 0.194 0.128 0.068 0.11 0.00 32 480 1.30 0.234 0.127 0.211 0.127 0.107 0.13 0.00 33 495 1.50 0170 0.125 0.243 0.125 0.145 0.17 0.00 34 510 1.50 0.270 0.123 0.243 0.123 0.147 0.18 0.00 35 525 1.60 0.288 0.121 0.259 0.121 0.167 0.20 0.00 m m = m = m 36 540 1.70 0.306 0.120 0.275 0.120 0.186 0.22 0.00 37 555 1.9 0 0.342 0.118 0.308 0.118 0.224 0.27 0.00 38 570 2.00 0.360 0.116 0.324 0.116 0.244 0.29 0.00 39 585 2.10 0.378 0.115 0.340 0.115 0.263 032 0.00 40 600 2.20 0.396 0.113 0.356 0.113 0.283 0.34 0.00 41 615 1.50 0.270 0.111 0.243 0.111 0.159 0.19 0.00 42 630 1.50 0.270 0.110 0.243 0.110 0.160 0.19 0.00 43 645 2.00 0.360 0.108 0.324 0.108 0.252 0.30 0.00 M 660 2.00 0.360 0.107 0.324 0.107 0.253 0.30 0.00 45 675 1.90 0.342 0.105 0.308 0.105 0.237 0.28 0.00 46 690 1.90 0.342 0.103 0.308 0.103 0.239 0.29 0.00 47, 705 1.70 0.306 0.102 0.275 0.102 0.204 0.24 0.00 48 720 1.80 0.324 0.100 0.292 0.100 0.224 0.27 0.00 49 735 2.50 0.450 0.099 0.405 0.099 0.351 0.42 0.00 50 750 2.60 0.468 0.097 0.421 0.097 0.371 0.44 0.00 51 765 2.80 0.504 0.096 0.454 0.096 0.408 0.49 0.00 52 780 2.90 0.522 0.095 0.470 0.095 0.427 0.51 11.69 " 53 795 3.40 0.612 0.093 0.551 0.093 0.519 0.62 110.43 54 810 3.40 0.612 0.092 0.551 0.092 0.520 0.62 111.96 " 55 825 2.30 0.414 0.090 0.373 0.090 0.324 0.39 0.00 56 840 2.30 0.414 0.089 0.373 0.089 0.325 0.39 0.00 57 855 2.70 0.486 0.088 0.437 0.088 0.398 0.48 0.00 58 870 2.60 0.468 0.066 0.421 0.086 0.382 0.46 0.00 59 885 2.60 0.468 0.085 0.421 0.065 0.383 0.46 0.00 60 900 2.50 0.450 0.084 0.405 0.084 0.366 0.44 0.00 61 915 ' 2.40 0.432 0.082 0.389 0.082 0.350 0.42 0.00 62 930 2.30 0.414 0.081 0.373 0.081 0.333 0.40 0.00 63 945 1.90 0.342 0.080 0.308 0.080 0.262 0.31 0.00 64 960 1.90 0.342 0.079 0.308 0.079 0263 0.32 0.00 " 65 975 0.40 0.072 0.077 0.065 0.065 0.007 0.01 0.00 66 990 0.40 0.072 0.076 0.065 0.065 0.007 0.01 0.00 67 1005 0.30 0.054 0.075 0.049 0.049 0.005 0.01 0.00 68 1020 0.30 0.054 0.074 0.049 0.049 0.005 0.01 0.00 69 1035 0.50 0.090 0.073 0.081 0.073 0.017 0.02 0.00 70 1050 0.50 0.090 0.072 0.081 0.072 0.018 0.02 0.00 ' 71 1065 0.50 0.090 0.071 0.081 0.071 0.019 0.02 0.00 72 1080 0.40 0.072 0.070 0.065 0.070 0.002 0.00 0.00 73 1095 0.40 0.072 0.069 0.065 0.069 0.003 0.00 0.00 74 1110 0.40 0.072 0.068 0.065 0.068 0.004 0.01 0.00 75 1125 0.30 0.054 0.067 0.049 0.049 0.005 0.01 0.00 76 1140 0.20 0.036 0.066 0.032 0.032 0.004 0.00 0.00 77 1155 0.30 0.054 0.065 0.049 0.049 0.005 0.01 0.00 78 1170 0.40 0.072 0.064 0.065 0.064 0.008 0.01 0.00 79 1185 0.30 0.054 0.063 0.049 0.049 0.005 0.01 0.00 80 1200 0.20 0.036 0.062 0.032 0.032 0.004 0.00 0.00 81 1215 0.30 0.054 - 0.061 0.049 0.049 0.005 0.01 0.00 82 1230 0.30 0.054 0.061 0.049 0.049 0.005 0.01 0.00 " 83 1245 0.30 0.054 0.060 0.049 0.049 0.005 0.01 0.00 84 1260 0.20 0.036 0:059 0.032 0.032 0.004 0.00 0.00 - 85 1275 0.30 0.054 0.058 0.049 0.049 0.005 0.01 0.00 86 1290 0.20 0.036 0.058 0.032 0.032 0.004 0.00 0.00 87 1305 0.30 0.054 0.057 0.049 0.049 0.005 0.01 0.00 88 - 1320 0.20 0.036 0.057 0.032 0.032 0.004 0.00 0.00 89 1335 0.30 0.054 0.056 0.049 0.049 0.005 0.01 0.00 90 1350 0.20 0.036 0.056 0.032 0.032 0.004 0.00 0.00 91 1365 0.20 0.036 0.055 0.032 0.032 0.004 0.00 0.00 92 1380 0.20 0.036. 0.055 0.032 0.032 0.004 0.00 0.00 93 1395 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 94 1410 0.20 0.036 0.054 0.032. 0.032 0.004 0.00 0.00 95 1425 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 96 1440 0.20 0.036 0.054 0.032 0.032 0.004 0.00 0.00 100.0000 - 18.000 TOTAL 7.800 10.200 234.07 Location Invert Ground Crown Cover Depth HGL Detailed Report for Pipe P -3 (ft) (ft) (ft) (ft) (ft) (ft) Section Material: PVC Upstream 64.35 67.10 65.85 Section Shape: Circular 2.22 66.57 66.66 Downstream 63.25 Section Size: 18 inch 64.75 1.25 3.25 66.50 66.59 Number Sections: 1 Description Description Discharge 4.26 cis Capacity 16.44 cfs Manning& Coefficient 0.011 Hydraulic Drop 0.07 It Length 62.69 ft Energy Slope 0.001178 ft/ft Constructed Slope 0.017547 ft/ft Upstream Velocity 2.41 ft/s Upstream Flow Time 0.00 min Average Velocity 2.41 ft/s Pipe Flow Time 0.43 min Downstream Velocity 2.41 ft/s System Flow Time 0.43 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 64.35 67.10 65.85 1.25 2.22 66.57 66.66 Downstream 63.25 66.00 64.75 1.25 3.25 66.50 66.59 Messages: Profile: Pressure profile. Information: Surcharged condition Project Idle: L4 OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestadlstmc1382p03.stm KEITH COMPANIES Storm CAD v1.0 01/27/99 07:40:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I------------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 4.26 cfs at node I -3 . Discharge: 4.26 cfs at node Outlet Beginning iteration 1 Discharge: 4.26 cfs at node I -3 Discharge: 4.26 cfs at node Outlet. Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -3 Surcharged condition --------------- - - - - -- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 1 1 u 11 1 71 1 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge Upstream I Downstream P -3 62.69 18 inch 4.26 66.57 66.50 ----- - - - - -- Elevations --------------- - Label I Discharge I Ground I Upstream HGL _J Downstream HGL I -3 4.26 67.10 66.63 66.57 Outlet 4.26 66.00 66.50 66.50 Elapsed: 0 minute(s) 0 second(s) Q Project Idle: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\382p03.stm KEITH COMPANIES Storm CAD 0.0 01 /27199 07:40:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 I � I -14 P -14 Outlet ' n n F 1 Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\382p14.stm KEITH COMPANIES StormCAD v1.0 0187/99 07:23:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ' ------------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 7.37 cfs at node I -14 Discharge: 7.37 cfs at node Outlet Beginning iteration 1 Discharge: 7.37 cfs at node I -14 Discharge: 7.37 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. information: 2-14 Surcharged condition --------------- - - - - -- Calculations Complete ---------------------- **. Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade ' Label I Length I Size I Discharge I Upstream I Downstream I P -14 25.60 18 inch 7.37 63.59 63.50 1 ----- - - - - -- Elevations --------------- - Label I Discharge I Ground I Upstream HGL I Downstream HGL I I -14 7.37 64.42 63.75 63.59 Outlet 7.37 61.50 63.50 63.50 Elapsed: 0 minute(s) 0 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad \stmc\automall\382p14.stm KEITH COMPANIES StorrnCAD 0.0 02/01/99 02:22:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 t Detailed Report for Pipe P -14 Ground 1 Section Material: PVC Cover Depth HGL Section Shape: Circular (ft) (ft) Section Size: 18 inch (ft) (ft) (ft) (ft) Number Sections: 1 60.42 64.42 61.92 Description 3.17 Description 63.86 Discharge 7.37 cfs Capacity 31.71 cfs ' Mannings Coefficient 0.011 Hydraulic Drop 0.09 ft Length 25.60 ft Energy Slope 0.003525 ft/ft Constructed Slope 0.065234 ft/ft Upstream Velocity 4.17 ft/s Upstream Flow Time 0.00 min Average Velocity 4.17 ft/s Pipe Flow Time 0.10 min Downstream Velocity 4.17 ft/s System Flow Time 0.10 min 1 Grade Elevations I! Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 60.42 64.42 61.92 2.50 3.17 63.59 63.86 Downstream .58.75 61.50 60.25 1.25 4.75 63.50 63.77 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: �haestad \stmc\automall\382p14.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:22:36 PM Haestad Methods, Inca 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 1 APPENDICES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SECTION III HYDRAULIC ANALYSIS Catch Basin Calculations Pipe Sizing Calculations 1 HYDRAULIC ANALYSIS Utilizing the peak flow rates as derived from the Rational Calculations for the 1 hour event, pipe structure sizing, and catch basin sizing has been determined. The following ' information is presented to support the sizing of each hydraulic element. Catch basin sizing is based on the 100 -year event. DB -2424 "Quickset" Utility Vaults are proposed to intercept the storm flow generated, unless specified otherwise on the plans. All storm drainage structures will be constructed with the on -site improvements. 1 l LJ 1 t 1 11 1 CATCH BASIN &PIPE SIZING CALCULATIONS 1 1 1 1 1 1 1 1 1 1 F� 1 1 11 1 CATCH BASIN SIZING CALCULATIONS The capacity of a grate in a sump depends upon the area of the opening and the depth of water atop the grate. A grate will'act as a weir and follow the weir formula for depths on the grate up to 0.4 feet. The. capacity of grate inlets operating as weirs is: ' Q, = CWPd1.5 (1) Where: P = one -half the perimeter of the grate in ft. allowing for partial clogging of the ' grate by assuming half of the perimeter will be effective C,N = 3.0 ' The grate will act as an orifice and follow the orifice formula for heads of 1'.4 feet and over. The capacity of a grate inlet operating as an orifice is: Q, = CoA(2gd)o.s (2) Where: Co = orifice coefficient =0.67 A = clear opening area of the grate, ft.2 allowing for partial clogging of the grate by assuming half of the area will be effective ' g = 32.16 ft/s2 For heads between 0.4 feet and 1.4 feet, the operation is indefinite because of vortices and eddies over the grate. Calculations must be made for both cases, with the most ' conservative result being used. Chart 11 from.the Federal Highway Administration, Drainage of Highway Pavements, March 1984 is a plot of equations (1) and (2) for various grate sizes. A copy of Chart 11 is provided in the Appendix for illustration. Transition from weir to orifice flow results in interception capacity less than that computed by either either equation. Capacities ' for heads in the transition region can be approximated by drawing in a curve between the lines representing the perimeter and net area of the grate to be used. ' Assuming a depth of water of 0.75 ft. (maximum allowable ponding depth), and an opening ratio of 0.9, the effective perimeter after clogging is 4 feet (2 ft x 4 / 2). The effective opening area is 1.8 ft2 (2 ft x 2 ft x 0.9 / 2). Chart 11 shows that the capacity of a DB -2424 "Quickset Utility Vault" 7.0 cfs when installed without a curb. 1 CURB INLETS The interception capacity of combination inlet catch basins is not appreciably greater than that of the grate alone. Therefore, capacity is computed by neglecting the curb opening and assuming the grate inlet in a sag location acts as a weir. Using equation (1) from the previous page for a grate inlet in a sag location acting as a weir: Where: P = perimeter of the grate in ft. disregarding bars and the side against the inlet (P = 2W + L) = 6.95 Cw = 3.0 d = depth of water, ft = 0.67 From �G Riverside County Standard No. 302 for a catch basin with one grating, (W = 2' - 11 ✓/V IO Q; = 3.0(6.95)(0.67)1.5 = 11.43 cfs Therefore, the capacity of the Riverside County Standard No. 302 catch basin with one grating is sufficient to capture the peak runoff from any singular drainage basin on -site. The capacity of curb - opening inlets in a sag depends on the water depth at the curb, the curb opening length, and the height of the curb opening. The inlet acts as a weir to depths equal to the curb opening height. The equation for the interception capacity of a depressed curb - opening inlet operating as a weir is: Q; = C,(L +1.8W)d1.5 Where: C, = 2.3 L = length of curb opening, ft. W = lateral width of depression, ft. d = depth at the curb measured from the normal cross slope, ft. For a curb- opening inlet such as the inlets used on. Auto Centre Way in a sag situation, with L = 4, W = 5, and d = .0.78 the interception capacity per curb - opening inlet is: Q; = 2.3(4 +1.8x5)(0.78)15 = 20.6 cfs Therefore, the capacity of the Riverside County Standard No. 300 catch basin with a 4' wide inlet opening is sufficient to capture the peak runoff from any singular drainage basin on -site. 1 1 1 L] f I CATCH BASIN TYPE AND LOCATION NODE SUB -AREA FLOW (Qloo) CATCH BASIN TYPE 1110 P1 -1 5.98 4' CURB INLET 1210 P1 -2 6.24 COMBINATION INLET /CATCH BASIN 1310 P1 -3 4.26 DB -2424 WITHOUT CURB 1410 P1-4 6.17 DB -2424 WITHOUT CURB 2110 P2 -1 3.79 4' CURB INLET 2210 P2 -2 5.56 DB -2424 WITHOUT CURB 2310 P2 -3 2.83 COMBINATION INLET /CATCH BASIN 2410 P2-4 3.25 4' CURB INLET 3110 P3 -1 7.37 4' CURB INLET 3210 P3 -2 3.57 COMBINATION INLET /CATCH BASIN 3310 P3 -3 5.93 DB -2424 WITHOUT CURB 3410 P3-4 1.18 DB -2424 WITHOUT CURB 1 1 1 1 t 11 11 I -1 P -1 Outlet In n 1 Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc082pl.stm KEITH COMPANIES StormCAD v1.0 01/26199 03:24:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ Beginning Calculation Cycle ------------------- Discharge: 5.98 cf -s at node I -1 Discharge: 5.98 cfs at node Outlet Beginning iteration 1 Discharge: 5.98 cfs at node I -1 Discharge: 5.98 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -1 Surcharged condition ' --------------- - - - - -- Calculations Complete ---------------- - - - - -- **,Analysis Options ** rFriction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 'Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------ - - - - -- u 1 r 1 1 Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestad\stmc\automall l382p01.stm KEITH COMPANIES StonnCAD v1.0 02/01/99 02:02:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Hydraulic Grade I 1 Label I Length I Size I Discharge I Upstream I Downstream I P -1 9.00 18 inch 5.98 66.02 66.00 I --- - - - - -- ------ -- Elevations - - -- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I I -1 5.98 67.05 66.13 66.02 Outlet 5.98 65.00 66.00 66.00 Elapsedt 0 minute(s) 0 second(s) u 1 r 1 1 Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestad\stmc\automall l382p01.stm KEITH COMPANIES StonnCAD v1.0 02/01/99 02:02:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P -1 ' Description Ground Section Material: PVC Cover Section Shape: Circular Discharge Section Size: 18 inch Capacity 37.01 cfs Number Sections: 1 Location Description Ground Description Cover Depth Discharge 5.98 cfs Capacity 37.01 cfs ' Mannings Coefficient 0.011 Hydraulic Drop 0.02 R (ft) Length 9.00 ft Energy Slope 0.002321 fttft 2.50 Constructed Slope 0.088889 ft/ft Upstream Velocity 3.38 ft/s 62.25 Upstream Flow Time 0.00 min Average Velocity 3.38 ft/s 66.00 Pipe Flow Time 0.04 min Downstream Velocity 3.38 ft/s System Flow Time 0.04 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 63.05 67.05 64.55 2.50 2.97 66.02 66.20 Downstream 62.25 65.00 63.75 1.25 3.75 66.00 66.18 Messages: Profile: Pressure profile. Information: Surcharged condition r ' Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:l haestad \stmc\automall\382p01.stm KEITH COMPANIES StormCAD 0.0 0.2/01/99 02:02:27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 I 1 t 11 1 -2 P -2 Outlet n n L. Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestadlstmcL382p2.stm KEITH COMPARES StonnCAD v1.0 01 /26/99 03:21:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 Location Invert Detailed Report for Pipe P -2 Crown Cover Depth HGL EGL (ft) Section Material: PVC (ft) (ft) (ft) (ft) Section Shape: Circular Upstream 58.46 65.50 59.96 Section Size: 18 inch 5.71 64.17 64.36 Downstream Number Sections: 1 63.50 59.30 4.20 6.20 Description 64.19 Description Discharge 6.24 cfs Capacity 12.42 cfs Mannings Coefficient 0.011 Hydraulic Drop 0.17 ft Length 65.93 ft Energy Slope 0.002527 fttt Constructed Slope 0.010011 ft/H Upstream Velocity 3.53 ft/s Upstream Flow Time 0.00 min Average Velocity 3.53 ft/s Pipe Flow Time 0.31 min Downstream Velocity 3.53 ftfis System Flow Time 0.31 min Grade Elevations 1 Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 58.46 65.50 59.96 5.54 5.71 64.17 64.36 Downstream 57.80 63.50 59.30 4.20 6.20 64.00 64.19 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: ihaestad istmciautomall\382p02.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:04:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 � I II -- ------- - - - - -- Beginning Calculation Cycle -7----------------- Discharge: 6.24 cfs at node I -2 Discharge:,6.24 cfs at node Outlet Beginning iteration 1 Discharge: 6.24 cfs at node I -2 ,Discharge: 6.24 cfs at node Outlet Discharge Convergence Achieved in l iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Sump elevation must be at or below minimum pipe invert elevation (adjusted) Information: Outlet Known flow propagated from upstream junctions. Information: P -2 Surcharged condition --------------- - - - - -- Calculations Cgmplete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------ - - - - -- Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream 1 P -2 65.93 18 inch 6.24 64.17 64.00 I ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I I -2 6.24 65.50. 64.28 64.17 Outlet 6.24 63.50 64.00 64.00 Elapsed: 0 minute(s) 0 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: lhae stad\stmclautomall\382p02.stm KEITH COMPANIES StornCAD v1.0 02/01199 02:04:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 1 1 1 1 F] 1 -3 P -3 Outlet n � Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad%tmc%382p3.stm KEITH COMPANIES Sto"MCAD v1.0 01126199 03:28:01 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P -13 Section Material: PVC Section Shape: Circular Section Sae: 18 inch Number Sections: 1 Description Invert Description Crown Discharge 5.93 cfs Capacity 24.27 cfs Mannings Coefficient 0.011 Hydraulic Drop 0.11 ft Length 50.23 ft Energy Slope 0.002282 ft/R Constricted Slope 0.038224 flA Upstream Velocity 3.36 ft/s Upstream Flow Time 0.00 min Average Velocity 3.36 ft/s Pipe Flow Time 0.25 min Downstream Velocity 3.36 ft/s System Flow Time 0.25 min 64.00 64.17 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 62.17 64.92 63.67 1.25 1.94 64.11 64.29 Downstream 60.25 63.00 61.75 1.25 3.75 64.00 64.17 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:%haestad\stmc\382p13.stm KEITH COMPANIES StormCAD 0.0 01127199 07:57:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 if ------------ - - - - -- Beginning Calculation Cycle --------------- - --- Discharge: 5.93 cfs at node I -13 Discharge: 5.93 cfs at node Outlet Beginning iteration 1 Discharge: 5.93 cfs at node I -13 Discharge: 5.93 cfs at node Outlet Discharge Convergence Achieved in l.iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -13 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------ - - ---- Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream P -13 1 50.23 IS inch 5.93 64.11 64.00 Elevations --------------- Label I Discharge Ground I Upstream HGL I Downstream HGL I -13 5.9.3 64.92 64.22 64.11 Outlet 5.93 63.00 64.00 64.00 Elapsed: 0 minute(s) 0 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestadWmc\382p13.stm KEITH COMPANIES Storm CAD v1.0 01/27/99 07:57:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 -13 P -13 Outlet n n Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\382p13.stm KEITH COMPANIES StormCAD v1.0 01 /27199 07:17:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 iMessages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestadlstmc lautomaII\382p11.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:20:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Grade Elevations • Detailed Report for Pipe P -12 Invert Ground Crown Cover Depth HGL EGL Section Material: PVC (ft) (ft) ft () (ft) Section Shape: Circular (ft) (ft) Upstream 60.15 Section Size: 18 inch 61.65 3.68 3.92 64.07 Number Sections: 1 Downstream 59.65 64.00 61.15 Description 4.35 Description 64.11 Discharge 4.71 cfs Capacity 12.35 cis Mannings Coefficient 0.011 Hydraulic Drop 0.07 ft Length 50.48 ft Energy Slope 0.001440 ft/ft Constructed Slope 0.009905 ft/ft Upstream Velocity 2.67 ft/s Upstream Flow Time 0.24 min Average Velocity 2.67 ft/s Pipe Flow Time 0.32 min Downstream Velocity 2.67 ft/s System Flow Time 0.55 min iMessages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestadlstmc lautomaII\382p11.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:20:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) ft () (ft) (ft) (ft) iMessages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestadlstmc lautomaII\382p11.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:20:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) ft () (ft) (ft) (ft) (ft) Upstream 60.15 65.33 61.65 3.68 3.92 64.07 64.18 Downstream 59.65 64.00 61.15 2.85 4.35 64.00 64.11 iMessages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\ haestadlstmc lautomaII\382p11.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:20:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Grade Elevations Location Invert Ground Crown Cover Depth HGL Detailed Report for Pipe P -11 (ft) (ft) (ft) (ft) (ft) (ft) Section Material: PVC Upstream 60.60 66.00 62.10 Section Shape: Circular 3.56 64.16 64.23 Downstream Section Size: 18 inch Number Sections: 1 65.33 61.81 3.52 3.83 Description 64.20 Description Discharge 3.57 cfs Capacity 12.44 cfs Mannings Coefficient 0.011 Hydraulic Drop 0.02 ft Length 28.88 ft Energy Slope 0.000827 fUft Constructed Slope 0.010042 ft/ft Upstream Velocity 2.02 ft/s Upstream Flow Time 0.00 min Average Velocity 2.02 ft/s Pipe Flow Time 0.24 min Downstream Velocity 2.02 ft/s System Flow Time 0.24 min Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 60.60 66.00 62.10 3.90 3.56 64.16 64.23 Downstream 60.31 65.33 61.81 3.52 3.83 64.14 64.20 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: �haestad \stmclautomall\382p11.stm KEITH COMPANIES StormCAD v1.0 02101/99 02:19:40 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 3.57 cfs at node I -11 Discharge: 4.71 cfs at node I -12 Discharge: 4.71 cfs at node Outlet Beginning iteration 1 Discharge: 3.57 cfs at node I -11 Discharge: 4.71 cfs at node I -12 Discharge: 4.71 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -12 Surcharged condition Information: P -11 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 ' Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestadlstmclautomaIIQ82p11 .stm KEITH COMPANIES StonnCAD 0.0 02/01/99 02:19:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-A666 Page 1 of 1 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream .� P -11 28.88 18 inch 3.57 64.16 64.14 P -12 50.48 18 inch 4.71 64.07 64.00 I ----- - - - - -- Elevations --------------- - Label I Discharge I Ground I Upstream HGL I Downstream HGL I I -11 3.57 66.00 64.20 64.16 I -12 4.71 65.33 64.14 64.07 Outlet 4.71 64.00 64.00 64.00 Elapsed: 0 minute(s) 1 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestadlstmclautomaIIQ82p11 .stm KEITH COMPANIES StonnCAD 0.0 02/01/99 02:19:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-A666 Page 1 of 1 CONFLUENCE WORKSHEET PREPARED BY: THE KEITH COMPANIES, INC. PALM DESERT, CA PROJECT: LA QUINTA AUTO MALL PARCEL 3 Let Qa, Ta, & la correspond to the tributary area with the longer time of concentration. If: Qa >Qb Then: Qp =Qa +Qb(la /lb); Tp =Ta If: Qb >Qa Then: Qp= Qb +Qa(Tb/Ta); Tp=Tb NODE FLOW RATE cfs TC min RAINFALL INTENSITY In /Hr AREA acres Designation 3210 3.57 7.31 5.61 0.72 A 3410 1.181 6.921 5.791 0.23 B Qp= 3.57 + 1.14 = 4.71 Tp= 7.31 I p= 5.61 Area= 0.95 1 l 1 1 1 1 1 1 1 i 1 1 1 1 Outlet P -12 I -12 P -1 1 1-111 Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\382p11.stm KEITH COMPANIES StormCAD v1.0 01/27/99 07:11:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 1 Grade Elevations Location Invert Detailed Report for Pipe P -10 Crown Cover Depth HGL EGL (ft) Section Material: PVC (ft) (ft) (ft) (ft) Section Shape: Circular Upstream 62.12 66.12 63.62 Section Size: 18 inch 2.38 64.50 64.56 Downstream Number Sections: 1 64.30 63.56 0.74 2.44 Description 64.55 Description Discharge 3.25 cfs Capacity 12.61 cfs ' Mannings Coefficient 0.011 Hydraulic Drop 0.4e -2 ft Length 5.81 ft Energy Slope 0.000685 Rift Constructed Slope 0.010327 Rift Upstream Velocity 1.84 ft/s Upstream Flow Time 0.00 min Average Velocity 1.84 ft/s Pipe Flow Time 0.05 min Downstream Velocity 1.84 ft/s System Flow Time 0.05 min 1 1 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 62.12 66.12 63.62 2.50 2.38 64.50 64.56 Downstream 62.06 64.30 63.56 0.74 2.44 64.50 64.55 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\ haestad \stmc\automa11\382p10.stm KEITH COMPANIES StormCAD 0.0 02/01/99 02:13:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 (203) 755 -1666 Page 1 of 1 ------ ,------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 3.25 cfs at node I -10 Discharge: 3.25 cfs at node Outlet Beginning iteration 1 Discharge: 3.25 cfs at node I -10 Discharge: 3.25 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -10 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ I Hydraulic Grade I Label Length I Size I Discharge I Upstream I Downstream I P -10 5.81 18 inch 3.25 64.50 64.50 I----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I I -10 3.25 66.12 64.54 64.50 Outlet 3.25 64.30 64.50 64.50 Elapsed: 0 minute(s) 0 second(s) Project Title: lA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c: \haestad \stmc\automall\382p10.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:13:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755.;1666 Page 1 of 1 1 1 1 f 1 1 1 1 � I -10 P -10 Outlet t� L\ ' Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\382p10.stm KEITH COMPANIES StorrnCAD v1.0 ' 0127/99 06:59:16 AM Haestad Methods, Inc. 37 Brookside Road VVaterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 I i 1 Messages: Profile: Pressure profile. Information: Surcharged condition ' Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad\stmc\automall \382p08.stm KEITH COMPANIES StormCAD 0.0 02101/99 02:11:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Location Invert Ground Crown Cover Depth Detailed Report for Pipe P -9 EGL (ft) (ft) (ft) (ft) Section Material: PVC (ft) (ft) Upstream Section Shape: Circular 65.40 61.65 3.75 4.06 Section Size: 18 inch 64.53 Downstream 59.62 Number Sections: 1 61.12 2.88 4.38 64.00 Description Description Discharge 7.92 cfs Capacity 12.45 cfs Mannings Coefficient 0.011 Hydraulic Drop 0.21 ft Length 52.70 ft Energy Slope 0.004071 ft/ft Constructed Slope 0.010057 ft/ft Upstream Velocity 4.48 ft/s Upstream Flow Time 0.36 min Average Velocity 4.48 ft/s Pipe Flow Time 0.20 min Downstream Velocity 4.48 ft/s System Flow Time 0.56 min Grade Elevations Messages: Profile: Pressure profile. Information: Surcharged condition ' Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad\stmc\automall \382p08.stm KEITH COMPANIES StormCAD 0.0 02101/99 02:11:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 60.15 65.40 61.65 3.75 4.06 64.21 64.53 Downstream 59.62 64.00 61.12 2.88 4.38 64.00 64.31 Messages: Profile: Pressure profile. Information: Surcharged condition ' Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad\stmc\automall \382p08.stm KEITH COMPANIES StormCAD 0.0 02101/99 02:11:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I I ' I Description Discharge 12.44 cts Section Material: PVC Hydraulic Drop Section Shape: Circular 28.88 ft Section Size: 18 inch ' Number Sections: 1 I Description IGrade Elevations Detailed Report for Pipe P-8 Description 2.36 cfs Discharge 12.44 cts Mannings Coefficient Hydraulic Drop Length 28.88 ft Constructed Slope ' Upstream Flow Time Upstream Velocity Pipe Flow Time 0.00 min System Flow Time IGrade Elevations Detailed Report for Pipe P-8 Description 2.36 cfs Capacity 12.44 cts 0.011 Hydraulic Drop 0.01 ft 28.88 ft Energy Slope 0.000361 fUft 0.010042 ft/ft Upstream Velocity 1.34 ft/s 0.00 min Average Velocity 1.34 ft/s 0.36 min Downstream Velocity 1.34 ft/s 0.36 min 62.10 3.97 Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 60.60 66.07 62.10 3.97 3.81 64.41 64.44 Downstream 60.31 65.40 61.81 3.59 4.09 64.40 64.43 Messages: Profile: Pressure profile. ' Information: Surcharged condition 1 1 ' Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:l haestad lstmc\automall\382p08.stm KEITH COMPANIES Storm CAD v1.0 02/01 /99 02:10:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ----=------ - - - - -- Beginning Calculation Cycle --------------- - - -- Discharge: 2.36 cfs at node I -8 Discharge: 7.92 cfs at node I -9 Discharge: 7.92 cfs at .node Outlet Beginning iteration 1 Discharge: 2.36 cfs at node I -8 'Discharge: 7.92 cfs at node I -9 Discharge: 7.92 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in IDF Table 'Information: Outlet Known flow propagated from upstream junctions. Information: P -9 Surcharged condition Information: P -8 Surcharged condition --------------- - - - - -- Calculations Complete ---------------------- ** Analysis Options Friction method: Manning's Formula 'HGL Convergence Test: 0..001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ' ----------- - - - - -- Network Quick View ------------------ - - - - -- ' Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c: lhaestadlstmctautomatIO82p08 .stm KEITH COMPANIES Storm CAD v1.0 02/01/99 02:10:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I Hydraulic Grade I I Length I Size I Discharge I Upstream I Downstream I 'Label P -8 28.88 18 inch 2.36 64.41 64.40 P -9 52.70 18 inch 7.92 64.21 64.00 ' I ----- - - - - -- Elevations ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL 1 I -8 2.36 66.07 64.43 64.41. -9 7.92 65.40 64.40 64.21 Outlet 'I 7.92 64.00 64.00 64.00 Elapsed: 0 minute(s) 0 second(s) ' Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c: lhaestadlstmctautomatIO82p08 .stm KEITH COMPANIES Storm CAD v1.0 02/01/99 02:10:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 CONFLUENCE WORKSHEET PREPARED BY: THE KEITH COMPANIES, INC. PALM DESERT, CA PROJECT: LA QUINTA AUTO MALL PARCEL 2 Let Qa, Ta, & la correspond to the tributary area with the longer time of concentration. If: Qa >Qb Then: Qp= Qa +Qb(la /lb); Tp =Ta If: Qb >Qa Then: Qp= Qb +Qa(Tb/Ta); Tp =Tb NODE FLOW RATE cfs TC min RAINFALL INTENSITY In /Hr AREA acres Designation 2310 2.83 6.881 5.82L 0.551 B 2210 5.56 9,351 4.851 1.301 A Qp= 5.56 Tp= Ip= Area= + 2.36 7.92 9.35 4.85 1.85 1 1 1 j 1 1 1 1 1 1 1 1 1 1 1 I 1 1 Outlet P -9 I -9 P -8 I -8 Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestadtstmc \382p8.stm KEITH COMPANIES StormCAD v1.0 01/26/99 05:00:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 I i 1 I i i .1 1 11 .1 I 1 Detailed Report for Pipe P7 Description Invert ' Crown Discharge Section Material: PVC Capacity Section Shape: Circular ' Mannings Coefficient Section Size: 18 inch Hydraulic Drop ' Number Sections: 1 Detailed Report for Pipe P7 Description Invert Description Crown Discharge 3.79 cfs Capacity 35.33 cfs ' Mannings Coefficient 0.011 Hydraulic Drop 0.02 ft Length 16.42 ft Energy Slope 0.000932 fttft Constructed Slope 0.080999 ft/ft Upstream Velocity 2.14 ft/s Upstream Flow Time 0.00 min Average Velocity 2.14 ft/s Pipe Flow Time 0.13 min Downstream Velocity 2.14 ft/s System Flow Time 0.13 min 65.00 65.07 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Grade Elevations Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 62.38 66.38 63.88 2.50 2.64 65.02 65.09 Downstream 61.05 63.80 62.55 1.25 3.95 65.00 65.07 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad \stmc\automall\982p07.stm KEITH COMPANIES StormCAD v1.0 02/01/99 02:07:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I ----------------- -Beginning Calculation Cycle --------------- - - -- Discharge: 3.79 cfs at node I -7 Discharge: 3.79 cfs at node Outlet Beginning iteration 1' Discharge: 3.79 cfs at node I -7 Discharge: 3.79 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 'Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P7 Surcharged condition --------------- - - - - -- Calculations Complete --------- ------------ i I ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ I Hydraulic Grade I Label I Length I Size I Discharge I Upstream I Downstream I P7 16.42 18 inch 3.79 65.02 65.00 I ----- - - - - -- Elevations. ---------- - - - - -- I Label I Discharge I Ground I Upstream HGL I Downstream HGL I 1-7 3.79 66.38 65.06 65.02 Outlet 3.79 63.80 65.00 65.00 Elapsed; 0 minute(s) 1 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c: \haestad \stmc\automall\382p07.stm KEITH COMPANIES Storm CAD v1.0 02/01 199 02:07:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (263) 755 -1666 Page 1 of 1 1 i 1 1 -7 P7 Outlet n � i i 1 i 1 1 Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\hee%tad\stmcl382p7.stm KEITH COMPANES StormCAD v1.0 01!26/99 04:45:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 1 F I i I I I I I f t Location Invert Detailed Report for Pipe P -6 Crown Cover Depth HGL EGL (ft) Section Material: PVC (ft) (ft) (ft) (ft) Section Shape: Circular Upstream 63.27 67.21 64.77 Section Size: 18 inch 2.73 66.00 66.01 Downstream Number Sections: 1 67.21 64.65 2.56 2.85 Description 66.01 Description Discharge 1.50 cfs Capacity 12.37 cfs Mannings Coefficient 0.011 Hydraulic Drop 0.18e -2 ft Length 12.09 ft Energy Slope 0.000146 Rift Constructed Slope 0.009926 ft/R Upstream Velocity 0.85 We ' Upstream Flow Time 0.00 min Average Velocity 0.85 ft/s Pipe Flow Time 0.24 min Downstream Velocity 0.85 ft/s System Flow Time 0.24 min Grade Elevations t Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 63.27 67.21 64.77 2.44 2.73 66.00 66.01 Downstream 63.15 67.21 64.65 2.56 2.85 66.00 66.01 Messages: Profile: Pressure profile. ' Information: Surcharged condition Violation: does not meet minimum velocity constraint. r i Project Title: LA OUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:%haestadWmc1382p6.stm KEITH COMPANIES StonnCAD v1.0 01126199 04:43:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 � I u � I -------------- Beginning Beginning Calculation Cycle Discharge: 1.50 cfs at node I -6 , Discharge: 1.50 cfs at node Outlet Beginning iteration 1 Discharge: 1.50 cfs at node I -6 Discharge: 1.50 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. Warning: No Duration data exists in_IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -6 Surcharged condition Violation: P -6 does not meet minimum velocity constraint. --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View -----------y---- Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream P -6 12.09 18 inch 1.50 66.00 66.00 ----- - - - - -- Elevations --------------- - Label I Discharge Ground I Upstream HGL I Downstream HGL I -6 1.50 67.21 66.01 66.00 Outlet 1.50 67.21 66.00 66.00 Elapsed: 0 minute(s) 0 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestedlstmc\382p6.stm KEITH COMPANIES Storm CAD v1.0 01/26/99 04:43:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 11 1 1 i 1 -6 P -6 Outlet n � Project Title: LA OUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestad\stmc\382p6.stm KEITH COMPAMES StorrnCAD Y1.0 01/26/99 04:43:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Detailed Report for Pipe P -5 Description Capacity 31.33 cfs Discharge Section Material: PVC Energy Slope Section Shape: Circular 0.011 Section Size: 18 inch ' Number Sections: 1 Detailed Report for Pipe P -5 ' Description Capacity 31.33 cfs Discharge 1.50 cis Energy Slope Mannings Coefficient 0.011 0.85 ft/s Length 12.09 ft Downstream Velocity Constricted Slope 0.063689 ftM ' Upstream Flow Time 0.00 min 67.21 Pip' e Flow Time 0.24 min 2.73 System Flow Time 0.24 min ' Invert Capacity 31.33 cfs Hydraulic Drop Grade Elevations Energy Slope 0.000146 ftM Upstream Velocity 0.85 ft/s Average Velocity 0.85 ft/s Downstream Velocity 0.85 ft/s (ft) (ft) Upstream 63.27 67.21 64.77 2.44 2.73 66.00 66.01 Description Invert Capacity 31.33 cfs Hydraulic Drop 0.18e -2 ft Energy Slope 0.000146 ftM Upstream Velocity 0.85 ft/s Average Velocity 0.85 ft/s Downstream Velocity 0.85 ft/s Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 63.27 67.21 64.77 2.44 2.73 66.00 66.01 Downstream 62.50 65.00 64.00 1.00 3.50 66.00 66.01 Messages: Profile: Pressure profile. Information: Surcharged condition Violation: does not meet minimum velocity constraint. 1 1 Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\382p5.stm KEITH COMPANIES Storm CAD v1.0 0126199 04:34:46 PM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------------ ------------------- Beginning Calculation Cycle Discharge: 1.50 cfs at node I -5 Qischarge: 1.50 cfs at node Outlet Beginning iteration 1 Discharge: 1.50 cfs at node I -5 Discharge: 1.50 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative_ error: 0.0 ' ** Warning: Design constraints not met. Warning: No Duration data exists in IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -5 Surcharged condition Violation: P -5 does not meet minimum velocity constraint. --------------- - - - - -- Calculations Complete ---------------- - -- - -- ** Analysis options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge I Upstream I Downstream P -5 12.09 18 inch 1.50 66.00 66.00 Elevations Label I Discharge Ground I Upstream HGL I Downstream HGL I -5 1.50 67.21 66.01 66.00 Outlet 1.50 65.00 66.00 66.00 Elapsed: 0 minute(s) 0 second(s) Project Title: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:lhaestad\stmc\382p5.stm KEITH COMPAAHES StormCAD 0.0 0126/99 04:34:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 Outlet n n Project Title: LA OUINTA AUTO MALL Project Engineer. DONALD L. SCHULZE c:\haestadlstmc\382p5.stm KEITH COMPANIES StormCAD v1.0 01/26/99 04:33:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r, Detailed Report for Pipe P-4 Description Ground Section Material: PVC Cover Section Shape: Circular Discharge Section Size: 18 inch Capacity Number Sections: 1 Detailed Report for Pipe P-4 1 1 i i Location Description Ground Description Cover Depth Discharge 6.17 cfs Capacity 24.70 cfs (ft) Mannings Coefficient 0.011 Hydraulic Drop 0.14 It (ft) Length 57.86 ft 'Energy Slope 0.002470 ft/ft 1.25 Constructed Slope Upstream Flow Time 0.039578 ft/ft 0.00 min Upstream Velocity Average Velocity 3.49 ft/s 3.49 ft/s 62.05 Pipe Flow Time 0.28 min Downstream Velocity 3.49' ft/s 66.00 System Flow Time 0.28 min ' Grade Elevations 1 1 i i Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 64.34 67.09 65.84 1.25 1.80 66.14 66.33 Downstream 62.05 64.80 63.55 1.25 3.95 66.00 66.19 Messages: Profile: Pressure profile. Information: Surcharged condition Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:lh9estad%stmc082p04.stm KEITH COMPANIES StormCAD 0.0 ' 0127/99 07:44:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 ------------ - - - - -- Beginning Calculation Cycle ------------------- Discharge: 6.17 cfs at node I -4 Discharge: 6.17 cfs at node Outlet Beginning iteration 1 Discharge: 6.17 cfs at node I -4 Discharge: 6.17 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Warning: No Duration data exists in.IDF Table Information: Outlet Known flow propagated from upstream junctions. Information: P -4 Surcharged condition --------------- - - - - -- Calculations Complete ---------------- - - - - -- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Pipe Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------- - - - - -- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size I Discharge Upstream I Downstream P -4 57.86 18 inch 6.17 66.14 66.00 ----- - - - - -- Elevations ------------ 7--- Label I Discharge I Ground I Upstream HGL I Downstream HGL I -4 6.17 67.09 66.26 66.14 Outlet 6.17 64.80 66.00 66.00 Elapsed: 0 minute(s) 0 second(s) Project Idle: LA QUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\382p04.stm KEITH COMPANIES Storm CAD v1.0 01 /27/99 07:44:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 11 . 1 1 1 � I -4 P -4 Outlet ' n n u Project Title: LA OUINTA AUTO MALL Project Engineer: DONALD L. SCHULZE c:\haestad\stmc\.382p4.stm KEITH COMPANIES StormCAD v1.0 01/26/99 03:57:40 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 z. "�;`a r F3 7 W ` _ R 61K �2 5.. W ,,d ,•, ., <: , '.. '�'.': �y -:-- '. - _ r `4' ',_ - n - - - .r- =ti ^. ,''.'.. 1 ;�.Sr _ V� n•►b» _ -'!frd -� .frrrrar.4 _ - -- - - R E '� Yry e, " - - - - ____ - - - -- E s . ,,•r _k ':RGE;. f47f - 6 o .'Fjrp,lq ^IVl P.,. r Llur�. ` y-� ,. j r-- ' ! T I� _ f- ^'}��L``� I_ { t _ _ K`lr.b - ri�?. -- _- -6..' .\_a ,I�i -r. .;ry'r.., f , r-� '� :ry,�' .. \ q7.' .`ry. ' i� - - . _ _ - • Ire ,rte r� _ ,ue - -_ - a , �} >__"u 2. _x'.' �{I1 - :>s„'Y,' �`{ r• F -1[{ t. c� -:..L_ -.. 1: - V zrec - _ 'k„ tr. 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JD� iw . 3 `h' •� -annan •o^ _ ��� _ �' _ _ _ __ _ I _ - »� -` _ _ 1 "`,YcR' -� ��r °r• 75 etEtls,66 NOAJ on' / ;.:� <r M - S • _ I,i • _ , ;] t, -ry : _ ;.' _ :1 k <� _ r :0; Void ic-M — Ca iif6r n l a 19 - J� t7 t .-.iT• i -�� i', rte_ '1. c P'_ c �b„r. ,- `'i xrr:a ' I.3 - t ',1 •t:_ _ +.,o� «r.w - ..,. J:f. - \^ .___'..�. , -ter '! �- _ _ ��' ` ` _ ;?LA Z . «•w f o -_ - _- -�'�___"_.' - _-_ - ' __ �f "1. L.t•..•s m .- - -i. r .-- _ - ..'bC.�. _l.�- .Tr,,,.r,,:._ CI _f r , - -�- �r T h n~ JvorFC,rs•Rd+� .o •ura•n« -. - r - t- _ - r..M1.r /'._ _ Jnllnrl• ` - w )) _ M1i�.. - • - � - .`y.q•IA�r.!t- _ J'I.. •--`. .__ � V\' •F .S,y '� ��. of ,. <'. "- \ i F•M L•r°o T'9 S .. �. �..� b. `�• 1 / H � Ay - -- 7W R 6 -, ?'�iw ♦/W iW M 1., r�1ie,,: _ �iX .. - - vl C'H4NUF 1:... �:. _ I - lot:, •• _1. 4 ,'� - TS�'O .-J i , �'fr,n- ;r �' c•n _ ., +rl w�w_+,.tn 4 - w Ilrolw - _ �� •p,,. o�e. � _ - e:u« n.v - 'tip• - ✓ } cr°v - NF "t "` �lCC): �LiFTiF Q l_ 4 - ~ .':( r ' �} '•.'- � . i-rr'`�� ' # ' ' _ ; >'r r, r, . -. . - - � - f ti •~ / f s �.�.\ r .: e.v,. , w, s _ L � - F . a .�tr�_ � r Z { r' < Y�.,f.r � W - 1. _ 1 -` E_ � . "- 'r_—t ' ' +. / �»'. S� .' _ w. � .� . ` �„ ;✓' y -. ' _ —• "`'• -- - _ t.d°, : -'p.o: - � "l.Y�'I �� � A N D WATER CONSERVATION DISTRICT RIVERSIDE COUNTY FLOOD CONTROL v�[ e nv -7 u W w b.r. � �- r. �., - 100-YEAR 1 -HOUR ,. .. .. ,'•;,... c� r 's .,9 : nnvn�. "� ;. lr' � � •rm.., �_ r a _ � `, ' � w - - - _ -' - - - t ;. . _ r,r,,,.,e„" _- ��. Ir'- -� j<- .._ �\ t "'- �.n � frvamgr - � a � - - _✓ - - � � PRECIPITATION 4f A, �'•. J`�T -F - �. '^cJ . r, aJ'1 -�_TC `�• _ _ r �`. }, Y F L N 5� .4. "tl <\ .c;p i F '- - 7Nt)IAN i�*1r � f i.f r f ��F dF1:•r f?EN3ltJNBC_ - -_ - - O ° �" r.Vr -TT ..�.: - _ * tr►aW .R!'Sk Q4(!SJON �. `•tnu rC]Ti,4aa��. i- l` _.�•' -+, 1' rl, /jQ /04 ..f . arf! IS may: EtM' - +1. f�"8� f .»skro• c�:Krrj 6w «tar It Q• R �:. 331VO �� �, R2E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PLATE D -4.5 3.5 3 3.5 3 W 2.5 U Z 2.5 — Z i = 2 H 2 a- W l .62 J Q 1.5 L✓L. 1.5 / Z I 1 .AS .5 .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2-year and 100-year one hour values from maps,then connect points and read value for desired return period. For example glven 2 -year one hour= .50 and 100 - year one hour = 1.60 ",25 -year one hour = 1.18" Reference:NOAA Atlas 2,volumeXr- California, 1973. RAINFALL DEPTH VERSUS R C F'C a W C D RETURN PERIOD FOR HYDROLOGY 1\/JANUAL PARTIAL DURATION SERIES PLATE D -4.5 :M��'�_ '�r;R7.W _ ' _ _R6W�.,. _ -'�5W °'` � `"'-�� ''��� s :��. �/ : ";:v': -firl =r��: -� f:: ••�� __ � �}2� ;'-'�" -4 I _ .�_ -o�, , f y,. -� r . �, ,, ; � - � _' ,;d-.= - _ - -- E � -s , ,,. ..SSE ' R6E .. -ft 7. E 4 � . o Mro.•c- '►njpEQ - -. rp,R(•, 'l,' ` 1." = 1. �" '�.' y-. j^ ✓' � I - 1 i4 - - • -•° _ - _ _. .. r _� :.�yry� :11, )' -4, '. 'T -•r ••. ..T.,���'''^r -►. r. �'\ r�R7 ... -a • r - � me __ _ _ - _, _ ' I � _ :pia . - ' _ �i<� -1.. ! t_#- � '. : \?•: Y.. - .:•;..J -�' _ ^! ... -_ - - _ , ,�-1 r:; -'�" `` _ . - - - - .. ' 1 -� P.I.II..MN .1 l fl�' "�.'.' 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ArVr i N�'vGi v- "i.r r _ '.�c >o _ y. ° -4l ol, i•ua - _ '' ;. s - w RIVER IDE OD CONTROL I- `n...�n rt` \'� '•-.:C I.> -r,r >'_��„�\. ` � " '� - '`..: �It t - 1itT+..•'^ J' �.,r..'LSr - - r - '7..5, S COUNTY FLOOD \'� rn..'.S r♦w, yL6.ali' �P. -Y :+ A N D n r r��" tt 1 r au�• r1( _ �I =• _r �► �. WATER CONSERVATION DISTRICT iu. Al•Np /L,ilr _ I... :,. - .�,�`,. - 1527 fit, _ drYlrr -y )O(nMAL" _4LEV D 3S'.`\ � I '. no'? -� J` �. _` _ � l : f' n�a4�,w.F r i l+ •�v :.r��'°• � \ \'.�.,\ J�Lyl.r -� _ - I 4.,0�� ,�� � 1 �'J -L )u��q..•.' .�` ��! :�~ .1� � r �!' t' :i _ ��' \ +,I V cAtis n b P1�'b.,�' 7 •', u'•e _ ;�-; - '��,•�,\, :.r�lti ' i tS`'_ °;' `'s, ,� =moo EN,aIIA - - _ .. ..a� ,- _ 100 YEAR - 24 HOUR \ \ "'f► ,�.. , �._�''St.. '^ �. s;�t �' nAV.et � :R..i..« i� ' s " i`'' q.� `R�r,W .r 8E � ��' � L� ��� "�18 T'0�' � � � " I `""`_ .?.�I `T_ ray i 1� Y �.--' - EAU, _ LLPVELAND NATIONA( ^ ` 4?I "_ � ; , PRECIPITATION �\ AI 4`'tL, '' N•M1�rsrui 51 It'r�a/ MdtvS ag7'E xNnWfa r` ,�. ;EOResr J.3 - " - J (! "tom- Ky *g^= -F s `.\ -P.; . ' i'. I - ►.�.� I' l R£t�EglghlOEa . ily �''�„1; y - '4r2, *.- fir"''. --s; ` \ :, , rtw.v L,,.M me ..,.41 I ~ <\ � i '!. 1... .�-^�4 '. �� i `� 1 _. •-. , F" � •\ • t - 1 r ~' �' i ~' ay .- 1 'y i � : � "r�+1 � O o.... R. wss. ne 4w Alb w , . .. . . stolH 'e rrisYd Q,T�"� C -- \ I � L T E "} fi � cwt sAvws •.ouwlAn'i ,"� w', --�-�' '�� _.,r ...._ �- - � C7C� -' 'Cp14r r'�`..__. +.r.r.- 't= �4v'• _r � "" _... ..�... .. _... ..,, _.... -.. 1 1 1 1 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B C D Cover ( 2) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS FOR r-JYDROi OGY 1\/JANUAL PERVIOUS AREAS PLATE E -6.1 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (12 Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown I 80 -100 I 90. Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC & WCD J- JYDROLOGY NJANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E-6.3 s s 3 0 s W 0 to a 6 5 4 3 2 1 0.8 0.6 0.5 0.4 0.' W 2 3 4 5 6 8 10 DISCHARGE Q (FT 3/S1 20 30 40 50 60 80 100 CHART 11. Grate inlet capacity in sump conditions. I- Al If f GRATE OPENING RAM A% • P- 1.7/8 -4 0.8 Q P P -1 -7/8 0.9 P -1 -1/8 0.6 Reticuline 0.8 ry • Curved vane 0.35 30° tilt -bar 0.34 A. m • Tested CURB W Q -' a 0 1 5 j-- L --•t 9 ol �O A =CLEAR OPENING AREA P = 2W + L ( WITH CURB) •P= 2(W +L) (WITHOUT CURB) 2 3 4 5 6 8 10 DISCHARGE Q (FT 3/S1 20 30 40 50 60 80 100 CHART 11. Grate inlet capacity in sump conditions. AMaxWell" IV Drainage System Detail And Specifications O MANHOLE CONE • MOOIFlED FLAT t2 a orrOOM. UN ER OR CONCRETE SLURRY. O MOISTURE MEMBRANE - 6 MIL PLASTIC, t 3 ROCK • CLEAN AND WASHED. SIZED PLACE SECURELY AGAINST CONE AND BETWEEN 316' 6 I•I/r. TO BEST HOLE SIOEWALL COMPLEMENT SOIL CONDn10NS, O BOLTED RING A GRATE - CLEAN CAST to FLOFASr DRAINAGE SCREEN - IRON WITH WORDING "STORM WATER SCHEDULE 40 PVC 0.120 SLOTTED W ONLY- IN RAISED LETTERS AND BOLTED SCREEN WITH 32 SLOTS PER ROWIF IN TWO LOCATIONS. SECURED TO CONE OVERALL LENGTH WITH MOI•B COUP WITH MORTAR. RIM ELEVATION : 0.027 OF PLANS. 1 S MIN. 4'0 SHAFT • DRILLED IN A MANP TO MAINTAIN PERMEABILITY OF O GRADED BASIN OR PAVING • (BYOTHERS). DRAINAGE SOILS O COMPACTED BASE MATERIAL • 16 FABRIC SEAL • UV RESISTANT (BY OTHERS). GEOTE%TLE • TO BE REMOVED BY CUSTOMER AT PROJECT COMPLET10 bD PuRono- DEBRIS SHIELD • VIEWED 16 GA. STEEL x 24' LENGTH WITH VED 17 ABSORBENT • HYDROPHOBIC ANTISIPHON AND INTERNAL .265 MAX. PETROCHEMICAL SPONGE. MIN. 100 I Swo FLATTENED EXPANDED STEEL CAPACITY SCREEN x I LENGTH. FUSION BONDED EPO)CY CCATEO. FREEBOARD DEPTH VARIES WITH PRECAST PR ST LINER • 4000 PSI CONCRETE EC T O a6' INLET PIPE ELEVATION. INCREASE INTERCEPTORISETTUNG ID. CENTER IN HOLE AND ALIGN CHAMBER DEPTH NEEDED TO MAINTAIN ALL SECTIONS TO MAXIMIZE BEARING SURFACE PIPE 1O41.bi PIPE ELEVATIONS ABOVE CONNECTOR PIPE OVERFLOW. O MIN. 6' 0 DRILLED SHAFT. O SUPPORYBRACKET - FORMED 12 GA STEEL FUSION BONDED EPDXY COATED. 10 OVERFLOW PIPE - SCHEDULE 40 PVC MUTED TO DRAINAGE PIPE BELOW BASE SEAL I1 DRAINAGE PIPE • ADS HIGHWAY GRADE WITH MOI -A COUPLER. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. ['J I 1 1 1 1 Calculating MaxWell" IV Requirements: The type of property. soil permeability. rainfall intensiry and local drainage ordinances determine the number and design of MaxWell Systems. For general applications droning retained stone water. use one standard Type IV MaxWell per the instructions below for up to 3 acres of land- scaped contributory area. and up to I acre of paved surface. For larger T► �014 x CL O :J M&zWell'1V Manuh6MW 4e10 In6f4YW W McGUCKIN DRILLING, INC. AMONA 6=26647E6 NEVADA MV111161234 CALIFORNIA SM947.OM U.S. Pawn Na 4.923.330 OTenownsm 1974. 1967. MCGuckn Ord". IM 1\ It► y Wm 0 �j3 d i b L 3 S a O O w T The referenced drawing and specifications are available on CAD or inkable self- adhesive matte acetate. Ask for drawing MD1 -396 1V. This derail is copyright- ed (1996) but may be used as is in construc- tion plans without fury' ther release. For infor- mation on product application, individual project specifications or site evaluation, contact our Design Staff for no- charge assistance in any phase of your planning. paved surfaces. subdivision drainage. nuisance water drainage or other demanding applications. refer to our MaxWeW Plus System. For industri- al drainage. our Envibro,& System may lv recommended. For additional considerations. please refer to "Design Suggestions For Retention And Drainage Systems" or consult our Design Staff. Completing the MaxWell" IV Drawing ro apply' the MaxWell IV drawing to U111- spec itic project. simP41- fill in the hint' lxLves per urstructions helot'. For assutturce. please consult our Design Staff. Estimated Overall Depth flu Estimated Overall Depth is the approximate total system depth required to achieve 10 continuous feet of penetration into permeable soils. based upon known soil information. McGuckin Drillings specialized - crowd - equipped rigs get through the dif- ficult cemented soils to reach clean drainage soils at depths up to 180 feet and their extensive drilling log data hale is :ivuilahhe to use as a reference. Settling Chamber Depth On MaxWell IVs of over 30 fret overall depth and �BFT up to 0 25cfs design rue. the standard Settling Chamber Depth is 18 feet. For higher flow rates or greater peak loads. depdhS up to 25 feet are recommended. ® ih�wwrwvcw paw. Effective Settling Capacity �3 CT The Effective Settling Capacity is determined by the height of the uvertlow pipe. The greater the over- flow pipe height. the more effective the settling process. An ()*flow height of 13 feet is used with the standard settling chamber. Also consider property usage and maintenance scheduling. Drainage Pipe . O This dimension also applies to the PureFlo'' debris shield, couplers, brackets. and F1oFast' screen. Choices are 6 ". 8 ". or 12 ". Selection is site specific based on contributory drainage area. system capacity and venting. C.I. Ring & Grate ll Standard models are quality cast iron and available 24 " to Fit 24" 0 -1 30" O manhole openings. All units are Ix)lted in two locations with wording -Storm \'Pater Only- in raised letters. For other surface treatments, please refer to -Design Suggestions for Retention and Drainage Systems." e McGR iii N 1509 East Elwood Street, Phoenix, AZ 85040 DRILLNG CAO805)947- -)9836 NV (702)366-1234 -0820 iNcOI+P IA4 CEO AZ Lie. 70465 47067. ADW R 363 CA Lie. 526060. KAZ. NV Lr— 35M i t March 5. 1999 The -Keith Companies, Inc... 41-865 Boardwalk,- Suifc 111 Palm Desert, California 92211 Attention: Mr. James Bazua M Subject: La Quinta Auto Ccnter*Project a Dear Jamcs, Thank" you for your,.cvntinued interest in utilizing Max Wele. Drainage Products W _ on your future work. As requested, this letter is intended to substantiate our IL expected system performance on the subject Project Our projEcted disposal rate for your. particular jobsitc is based .upon two factors: .. general overall results of the many previous constant -head percolation .tests • we . C2 have performed; and, specific results.from previous projects exhibiting geological p profiles similar to the referenced project. We have manufactured and installed in excess of 30,000 systems since 1972; . . (n thousands of which have included contractual percolation tests. Our combined rn calculations on all systems previously tested have­ shown an average disposal o rate of :588 CFS. ,For a site - specific comparison, vile have utilized data from the' LO r- ..Arizona municipality. of Tempe in sandy soil conditions- resembling those 'of La.- Quints: As you can see, the individual tests from these three projects resulted in disposal rates of :83, :405, and .50, or an average percolation.rate of .578. CFS. " It is anticipated that. aging of. the systems may lessen the initial rate of infllh -ition over time. Therefore, a conservative adjusted: stabilized percolation rate was applied for your project calculations. Our ,experience with - past installations. rn• ossimilar soils leads us to believe that our systems at your project would perform owIf excess of .25 CFS. . additional information' is needed, lease do not : hesitate to contact us.' We p I.NCORPOR'ATEO look forward to serving-you on- this.venture. Complete Drenege Systems The MaxWer Drywe9 Sin Recharge Wells Envibroa & MaxWe.N Phss- Environmental Systartt& and Remedietion R Williams General Dr&g Technical Marketing Representative Mc.Guckin Drilling. Inc. crncl. �j PERCOLATION TE',7 RESULTS r PROJECT: TEMPE TOYS DATE: FEBRUARY 6, 1996 LOCATION: NWC KNOX PID & ARIZONA AVE SUPERVISOR: JEFF LANGLEY INJ WELL #: 1 1 JOB NUMBER: 96 -1 -17 FLOW M TIME RATE (CFS) CUMULATIVE READING (CF) ACTUAL RATE (CFS) WATER LEVEL BELOW RIM (FT) 9:35 0.55 2241040 18.5' 9:45 0.5 2241350 0.517 17.5' 9:55 0.5 2241650 2241950 2242250 0.500 0.500 0.500 17.5' 17.5' 17.5' 10:05 0.5 _ 10:15 0.5 10:25 0.5 2242550 0.500 17.5' 10:35 0.5 2242850 0.500 17.5' 10:45 0.5 2243150 2243450 0.500 0.500 17.5' 17.5' t 0:55 0.5 11:05 0.5 2243750 0.500 17.5' 11:15 0.5 2244050 0.500 17.5' 11:25 0.5 2244350 0.500 17.5' 11:35 0.5 2244650 0.500 17.5' ILI I I I I I I I I I I I I I I PERCOLATION TEST`FtESULTS PROJECT: Tempe Air JDATE. June 7, 1994 LOCATION: Vaughn and Dateland SUPERVISOR: Larry Watson INJ WELL #: (JOB NUMBER: 94-6 -11 TIME FLOW METER RATE (CFS) CUMULATIVE READING (CF) I ACTUAL RATE (CFS) WATER LEVEL BELOW RIM 7:50 13452 19' 8:00 0.55 13724 0.453 17' 8:10 0.55 14046 0.537 12' 8:20 0.55 14368 0.537 6' 820 0.551 14691 0.538 3' 8:40 0.451 14978 0.478 3' 8:50 0.45 15249 0.452 3' 9:001 0.4 lW71 0.397 3' 9:101 0.42 157301 0.405 T 9:20 0.4 15973 0.405 3' 9:30 0.41 162161 0.405 3' 9:40 0.41 164591 0.405 3' 3007 TOTAL CUBIC FEET Page 1 I PERCO=..A'i'zON TEST RESULTS cject Tempe Fir Qmining Center Date December 3, 1992 cation 1340 East University Supervisor Dennis Verch Lnjection Well West Well Job Number 92- 07 -7.9 TIME FLOW METER RATE (CFS) CUMULATIVE READING (CF) ACTUAL RATE (CFS) WATER LEVEL BELOW RIM (FT) 1743020 10:35 .80 12' 1 .80 1743105 12' 10:45 .85 1743350 .82 10' 10:50 .85 1743590 .80 9' 10:55 .85 1743845 .85 8'6" 11:00 .85 1744095 .83 8'5" 11:05 .85 1744350 .85 V3" 11:10 .85 1744600 .83 8'2" ADJUSTED IFLOW TO .75 ON FLOWMETER 11:15 .75 1744830 .77 1,810 TOTAL CUBIC FEET I � I I I I I n II u IN ,� f1T fy, t Cd ,f tc t -t.. 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'4,��, T' , "l-, 1�1 I?�"-l'�-�,.+;",:�l",�",'��, ,"j, , 1, , I-V . i "r�'­ I ,'�." "'.""", V,­�,,�`� "N , 11" , � , X� , ;1­ , - 7 ,V , ;, . _­,,An,N�f A;,vq-;� . � I 1r �AiN130;kiN I CIVIL ENGINEERING ARCHITECTURE LAND SURVEYING CITY OF LA QUINTA, CALIFORNIA PARCEL 3 OF PARCEL MAP NO. 28525 -1 P.M.B. 193/85 -87, O.R. HYDROLOGY STUDY KEN GARFF CHEVROLET /CADILLAC OF LA QUINTA NOVEMBER 2010 Q,OESS/ \ Prepared under the supervision of: �e� 91 o. P F Ln N0. 13515 Peter G. Ringeis 0 R.C.E No. 13515 * EXP. 3 -31 -11 1J s� CIVIL /n� jD/� �Q f�. " �' �� (i., �, � � h t�.1 �`3 TABLE OF CONTENTS HYDROLOGY OVERVIEW RETENTION BASIN & DRYWELL SIZING DIAGRAM MAXWELL IV DRYWELL DETAILS FIRST FLUSH SUMMARY CALCULATIONS FOR 100 YEAR STORM 24 HOUR DURATION SUBAREAS P3 -1, P3 -3, P3 -2 & P3 -4 SUBAREA P3 -1 SUMMARY PORTION OF HYDROGRAPH USED TO DETERMINE EXCESS FLOW UNIT HYDROGRAPH ANALYSIS SUBAREA P3 -3 SUMMARY PORTION OF HYDROGRAPH USED TO DETERMINE EXCESS FLOW UNIT HYDROGRAPH ANALYSIS SUBAREA P3 -2 & P3 -4 SUMMARY PORTION OF HYDROGRAPH USED TO DETERMINE EXCESS FLOW UNIT HYDROGRAPH ANALYSIS HYDROLOGY MAP HYDROLOGY OVERVIEW THE SUBJECT PROPERTY IS AN EXISTING CAR DEALERSHIP WITH AN EXISTING BUILDING, PARKING AREAS AND ASSOCIATED IMPROVEMENTS. ADDITIONS ARE PROPOSED TO THE BUILDING ALONG WITH A NEW BUILDING TO BE CONSTRUCTED. THE SITE IMPERVIOUS AREA WILL NOT BE INCREASED FROM THE PRE TO POST CONDITION. NO INCREASE IN RUNOFF WILL BE GENERATED. SEE PRIOR HYDROLOGY REPORT PREPARED BY KEITH COMPANIES, INC. MARCH, 1999 FOR CATCH BASIN AND PIPELINE SIZING AND RATIONAL METHOD CALCULATIONS. RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT HYDROLOGY MANUAL, ALONG WITH THE CITY OF LA QUINTA REQUIREMENTS WERE USED IN CONJUNCTION WITH CIVILDESIGN SYNTHETIC UNIT HYDROGRAPH ANALYSIS PROGRAM. THE FLOW RATES THAT ARE LISTED IN THE UNIT HYDROGRAPH ANALYSIS CALCULATIONS FOR THE 100 YEAR, 24 HOUR STORM WERE USED TO CALCULATE THE VOLUME OF STORAGE NEEDED. PARCEL 3 WAS PREVIOUSLY DIVIDED. INTO 4 DRAINAGE SUBAREAS AS SHOWN ON THE ATTACHED HYDROLOGY MAP. THESE SUBAREAS WERE USED FOR THE RUNOFF CALCULATIONS. TOTAL STUDY AREA IS 3.75 ACRES AND INCLUDES THE PORTION OF LOT B (LA QUINTA CENTRE DRIVE & AUTO CENTRE DRIVE) FROM THE RIGHT OF WAY LINE TO THE BACK OF SIDEWALK. RETENTION BASIN NO. 6 HAS BEEN ENLARGED, AND TWO MAXWELL IV UNITS ADDED TO PROVIDE ADDITIONAL STORAGE VOLUME.. RETENTION BASIN NO. 9 HAS BEEN ENLARGED AND RETENTION BASIN NO. 10 HAS BEEN ENLARGED WITH ONE MAXWELL IV UNIT ADDED. ENLARGING THE BASINS AND ADDING ADDITIONAL DRYWELLS PROVIDES THE NEEDED STORAGE VOLUME TO RETAIN THE RUNOFF GENERATED BY THE 100 YEAR 24 HOUR STORM EVENT. NO INFILTRATION RATE WAS USED FOR THE BASINS, AN INFILTRATION RATE OF 0.10 CFS FOR EACH MAXWELL IV UNIT WAS USED IN THE FOLLOWING CALCULATIONS. AS LONG AS THE INFLOW RATE STAYS BELOW THE INFILTRATION RATE FOR THE SYSTEM, THE MAXWELL UNITS WILL REMAIN EMPTY. AFTER THE STORM INFLOW RATE EXCEEDS THE INFILTRATION RATE THE UNITS WILL BEGIN TO FILL AND THERE MUST BE ADEQUATE STORAGE VOLUME TO RETAIN THE EXCESS FLOW. RETENTION BASIN & DRYWELL SIZING DIAGRAM 100 YEAR STORM EVENT, 24 HOUR DURATION BASIN 6 SUBAREA P3 -1 TOP AREA: 3729 S F. l BOTTOM AREA: 760 S. F. AVERAGE AREA: 2235 ® 1.5 FT DEPTH = 3353 C.F.. MAXWELL /V VOLUME. 4 UNITS 9 226 CF = 904 C.F. / TOTAL SYSTEM STORAGE VOLUME- = 4256 C.F. I I RESHAPE BASIN & INSTALL 2 TOP ELEV. 64.5 NEW MAXWELL IV DRYWELLS WS. ELEV. 635 / Toc ` 62 / STORM RUNOFF ABOVE MAXWELL IV p TOG (62.06) TOG 2. INFILTRATION RATE OF 0.1 C.F.S. EA. \ 4241 C.F. \ / TOG (62.-0-4 EX /ST MAXWELL /V DRYWELLS ��/ / BASIN,. ,9 SUBAREA P3 -4 & P3 -2 TOP AREA: 3169 S.F. TOP ELEV. 66.5 BOTTOM AREA: 914 S.F. W.S. ELEV 65.5 AVERAGE AREA: 2042 ® 1.5 FT. DEPTH = 3062 C MAXWELL IV VOLUME- 2 UNITS ® 226 CF,, = 452 C.F. 66- TOTAL TOTAL SYSTEM STORAGE VOLUME- = 3514 C.F. C 65-- \ TOG 63 73 6 EXIST. MAXWELL I TOG 63.62 DRYWELLS STORM RUNOFF ABOVE MAXWELL IV \ INFILTRATION RATE OF 0.1 C.F.S. EA. RESHAPE BASIN 3499 C. F. BASIN 10 SUBAREA P3 -3 W.S. ELEV. 65.5 TOP ELEV. 66.5 i 1 STORM RUNOFF ABOVE MAXWELL IV INF /L TRAT /ON RATE OF 0.1 C. F. S. EA. 3253 C. F. C64_ OTOG (63.1 1, TOP AREA: 2669 S.F. BOTTOM AREA: 772 S.F. EXIST. MAXWELL IV ORYWELLS AVERAGE AREA: 1721 ® 1.5 FT. DEPTH = 2582 C.F. MAXWELL IV VOLUME.- 3 UNITS ® 226 C.F. = 678 C.F. TOTAL SYSTEM STnaAGE VOr Ui E• = 3260 C F — RESHAPE 345IN & INSTALL 1 NEW MAXWELL IV DRYWELL x\11\ \ I MAXWELL'' IV DRAINAGE SYSTEM DETAIL AND SPECIFICATIONS ITEM NUMBERS I. Manhole cone - Mwilied Nat Bottom. 2. Moisture Membrane - 6 Mil. Plasm. Pfau' secorelg against ccceu;i c cene a:3d hole side;raT 1 Bolted Ring 6 Giale - Diameter as shoal. ca>t iron ritth werdma °Storm Water Only" in eels ^ti letters. Bolted in 2 location s and seculed to cone e^th ntora;. Ric, elevat[cn 10.02' of p +dac. 4. Graded Basin or Paving (by Others). S. compacted Rase Material (btl Otheis). 6. Pureflo" Debris Sideld - Robed Ira ga. steel X 2 +1" length wall reniecl anti - siphon and internal .265" 6laa. S;10 flanened expanded steel screen X 12" length. fosior, bondc,d epoxy coated. 7. Pre -cast Liner - .000 PSI concrete 4" iD. X 54" OO. center [n hole and align secfloos to maximize bearing surface. 8. Min. 6' 0 Drilled Shaft. 9. Support Bracket - Formed 12 Ga. steel. Fusion bonded epoxy coated. 10. Overflow Pipe - 5ch. 40 PVC mated to drainage p'pe at base seal. 11. Drainage Pipe - ADS higbviag grade crab iRI ceupicr. Suspend pipe during hacKhll ope•ancns M prrrcnt hucklingorhreakage Mitnetet asnot_n' 12. Base Seal - Geotext0c,pohl :liner or conrre!e siurrc. 13. Rock - Clear. and eiasited, stzed h(ivuceo ?iB" zri i -II >_ to best complement soil conditions. 14. FlofasC" Drainage Screen - Sc!I. 411 ? v"( 0.1 ZCvl slca ^.d 'self screen crib 32 clots per rove/lt. 96" overiii length ;'lh TRI -G wupie,. 15. Min, 4' 0 Strait - Driile:l to maintain permeability of drainage soils. 16. Fabric Seal - HAI. resist-3n! reoterti;e • to he removed by cusioanCrat ow ect caapleoiln. 17. Absorbent - H!lOwpbow. Pituec:`ie ;iGil `g10na�- Min. [2iinz. rapacity. IB. freeboard Depth varies Yiitll inlet p;pe eteva;;ets. loaea5c 5et6hrg chamber eLpth as heeded l:; aiainlair: al` ,n!et pipe elerati,115 above overficf;i pipe inlet. 19. Optional Inlet Pipe (Mawnuw 4 ', bq Othe15). fxtenti ,noisture ,rumfrane andcomilacted base alateliat w 1 slung backbit below pipe Mveil. The referenced drawing and specifications are available on [AD either through our office or web site. Ask for Drawing rR1 -1104 lU This detail is copyrighted (2004) but.maybe used as is in construction plans without further release. For information on product application, individdgl project specifications or site. evaluation, contact our Design Staff for no- charge assistance in any phase of your planning, cr W .__. W1 l r A :12.;\ t 2, .IJ :,1G! 3 ___.. -0' ! 5 s ti 1 L 13' -J'-�`C ry` t ­­­(l l '1`__­ - � • 6 �,- a ���,� to w ca 2 9 z � i w TORRENT RESOURCES � r z o 7; ( Y - Vi C t 13�, D: � ?�, w iu 13' -J'-�`C ry` t ­­­(l l '1`__­ - � �,- �� ti,�, ���,� ld�nnptftlrtA end iestatieE 6g TORRENT RESOURCES � ( ?• e`Z " +` A41i0nA 602466 -O78S CCYAOA 7021350 -213-0 t 13�, 5q +��q � ?�, (An COHnln 567:4!74876 +rtl� " 1 Attie e00070465 A. RCro47p6784, ACLYA i57 _.t>. CA lie. 52 Soso, 0 42, 11U. AM tit. 105040104, AV llr. W3S350b U S. f>te,ti'e. �,5]r,l i! � +•,ire �.•l it) +, :4i:; 1:.11 CALCULATING MAXWELL IV REQUIREMENTS The type of property,.soil permeability, rainfall Intensity and local drainage ordinances determine the number and design of MaxWell Systems. For general applications draining retained storm water, use one standard Type IV MaxWell perthe instructions below for tip to 3 acres of landscaped contributory area, and up to 1 acre of paved surface. For larger paved surfaces, subdivision drainage, nuisance water drainage, connecting pipes larger than 4" 0 from catch basins or underground storage, or other demanding applications, refer to our MaxWell Plus System. For industrial drainage, including gasoline service stations, our Envibro" System mag be recommended. For additional considerations, please refer to "Design Suggestions For Retention And Drainage Sgstems" or consult our Design Staff. COMPLETING THE MAXWELL IV DRAWING To apply the MaxWell IV drawing to gourspecific project, simply fill in the blue boxes per instructions below. For assistance, please consult our Design Staff. ESTIMATEDTOTAL:DEPTH The Estimated Total Depth is the.approximate depth required to achieve 10 continuous feet of penetration into permeable soils. Torrent's specialized "crowd" equipped drill rigs can penetrate even cemented soils to reach permeable materials at depths up to 180 feet. Our extensive database of drilling logs and soils information is available for use as a reference. Pleasesontact our.Design Staff for sfte- specific information on your project. SETTLING CHAMBER DEPTH On MaxWell IV systems of over 30 feet overall depth and up to 0.25cf5 design rate, the standard Settling Chamber Depth is 18 feet. For systems exposed to greater contributory area than noted above, extreme.service conditions, or that require higher design rates, chamber depths up to 25 feet are recommended. OVERFLOW HEIGHT The Overflow Height and Settling Chamber Depth determine the effectiveness of the settling process. The higher the overflow pipe, the deeper the chamber, the greater the settling 3pacity. For normal drainage applications, an overflow height of 13 feet is used with the standard settling chamber depth of 18 feet. Sites with higher design rates than noted above, heavy debris loading or unusual service conditions require greater settling capacities AI tic. R00070465 A, R00047067 B- 4;.ADWR 363 CA tic, 528080 A, C -42, HAZ - NV tic. 0035350 A NM Lic. 90504 GF04 fill evolution 0 bicGUCkin Drilling DRAINAGE PIPE This dimension also applies to the Pureflo" Debris Shield, the FloFast" Drainage Screen, and fittings. The size selected is based upon system design rates, soil conditions, and the need for adequate venting. Choices are 6 ", 8 ", or 12" diameter. Refer to "Design Suggestions for Retention and Drainage Sgstems" for recommendations on which size best matches your application. t._ ----------------- _-0. BOLTED RING & GRATE Standard models are quality cast iron and available to fit 24" 0 or 30" 0 manhole openings. All units are bolted in two locations with wording "Storm Water Only" in raised letters. For other surface treatments, please refer to "Design Suggestions for Retention and Drainage Systems" 1 ._...— __.._._: °:.1 INLET PIPE INVERT Pipes up to 4" in diameter from catch basins, underground storage, etc. may be connected into the settling chamber. Inverts deeper than 4 feet will require additional settling chamber depth to maintain effective overflow height. 1509 East Elwood Street, Phoenix Arizona 85040 -1391 �"'�• phone 502 -268 -0785 lax 602 -268 -0820 jJ California 661-947-9036 Nevada 702-366-1Z34 TORRENT 1 www.TorreAtResources.com R E S 0 11 R C f t 5�� ... q�,;; y' x' � = ; �„ •'r_'¢'a °" `•�...4,.!' �, ly4 - 2 " ✓tg� . t. � g� fir ,yam„ rw, .1�i _l.�'."•: - .`:tn" � �+ 'r.:�'N', 'Y= 'tea°? ■ir %� j'x� Z�:s � s � ac ®?.'�.��ffi� � ? °"°((�� P i':. @' ��:: • ire, . �?' � J �: .�; � .���� : �s3 ti: �.� The MaxWell' IV, as manufactured and installed exclusively by Torrent Resources Incorporated, is the industry standard for draining landscaped developments and paved areas. This patented system incorporates the latest refinements in pre- treatment technology. PROVEN DESIGN Since 1974, over 40,000 MaxWell.Systems have proven their value as a cost - effective solution in a wide variety of drainage applications. They are accepted by state and municipal agencies and are a standard detail in numerous drainage manuals. ADVANCED PRE - TREATMENT Industry research, together with Torrent Resource's own experience, has shown that initial storm drainage flows have the greatest impact on system performance. This "first flush" occurs during the first few minutes of runoff and carries the lajority of sediment and debris. This results in the need for effective processing of runoff from landscaped and paved.surfaces. In the MaxWell IV, preliminary Manufactured and Installed Exclusively by Torrent Resources Incorporated Please see reverse side, for additional information U.S. Patent No. 4,923,330 "Trademark 1974, 1987, 2004 treatment is provided through collection and separation in a deep, large- volume chamber where silt and other heavy particles settle to the bottom. The standard MaxWell IV system has over 1, 500 gallons of capacity to contain sediment and debris carried by incoming water. Floating trash, paper, pavement oil, etc. is effectively stopped by the PureFlo" Debris Shield on top of the overflow pipe. Water is drained from the system by rising up to the top of the overflow pipe and under the Debris Shield. The solid metal shields are equipped with an internal screen to filter suspended matter and are vented to prevent siphoning of floating surface debris. The drainage assembly returns the cleaned water to the surrounding soil through the Flol'ast' Drainage Screen. ABSORBENT TECHNOLOGY To provide prompt removal of pavement oils, MaxWell IV settling chambers are equipped with all absorbent sponge. These floating pillow4ke devices are 100% water repellent and literally wick petrochemical compounds from the water. Each Sponge has a capacity of over 128 ounces to accommodate effective, long =term treatment. The absorbent is completely inert and will safely remove rainbow sheens which are typically one molecule thick. SECURITY FEATURES MaxWell IV Systems include bolted, theft - resistant, cast iron gratings and covers as standard security features. Special inset castings that are resistant to loosen- ing from accidental impact are available for use in landscaped applications. Machined mating surfaces and "Storm Water Only" wording are standard. THE MAXWELL FIVE -YEAR WARRANTY brrtovutive engineering, quality rnateritils and exortino, construction are standard with every &IoAYell5y5tenl produced and irstailed by rarretit Res0 ,Ir is 11marporatod. Flt(' i ✓ioAl e li i`;rainaf e �yftetns luorruntrl is the best in the indi,_,!ry and guaruntees against juihrres due to tuorkrnaashiP atinateriais °for a,periot; of five years from date of complefieri. 11/04 FIRST FLUSH RAINFALL SUMMARY FIRST FLUSH VOLUMES ARE BASED ON 0.3" OF RAINFALL AT 90% IMPERVIOUS AREA 3.75 ACRES /163,350 S.F. @90% 0.025 FT. = 3675 C.F. OF REQUIRED STORAGE VOLUME. AREA P3 -1 AREA P3 -1 FLOWS SOUTHERLY INTO BASIN 6 AND ACCOUNTS FOR 43% OF THE SITE AREA. 43% OF FIRST FLUSH VOLUME IS 1580 C.F THE EXISTING VOLUME OF BASIN 6 COMBINED WITH VOLUME OF THE 2 MAXWELL IV DRYWELLS IS 1812 C.F. NO ADDITIONAL STORAGE IS REQUIRED. AREAS P3 -2 & P34 AREAS P3 -2 AND P34 FLOW NORTHERLY INTO BASIN 9 AND ACCOUNT FOR 25% OF THE SITE AREA. 25% OF FIRST FLUSH VOLUME IS 919 C.F. THE EXISTING VOLUME OF BASIN 9 COMBINED WITH VOLUME OF THE 2 MAXWELL IV DRYWELLS IS 1443 C.F. NO ADDITIONAL STORAGE IS REQUIRED. AREA P3 -3 AREA P3 -3 FLOWS NORTHERLY INTO BASIN 10 AND ACCOUNTS FOR THE REMAINING 32% OF THE SITE AREA. 32% OF FIRST FLUSH VOLUME IS 1176 C.F. THE EXISTING VOLUME OF BASIN 10 COMBINED WITH THE VOLUME OF THE 2 MAXWELL IV DRYWELLS IS 1459 C.F. NO ADDITIONAL STORAGE IS REQUIRED. CHECK 100 YEAR 24 HOUR STORM FOR SUBAREA P3 -1 -1.6 ACRES - RETENTION BASIN NO.6 CFS TOTAL OF FLOW RATES ABOVE 0.40 CFS: 47.74 NUMBER OF 5 MINUTE PERIODS: 84 AVERAGE FLOW RATE: 0.568 CFS LESS 0.4 CFS INFILTRATION 0.168 CFS AVERAGE FLOW RATE DURATIONNOLUME : 84 FIVE MINUTE PERIODS: = 7.00 HOURS = 4241 C.F. OF STORAGE VOLUME NEEDED. REDESIGNED BASIN 6 SYSTEM VOLUME: 4256 WITH 1 FT OF FREEBOARD Vl V ,<V� `) t v`1 5+ 5 0.0434 0.15 Q V 1 5 +10 0.0444 0.13 Q V 1 5 +15 0.0453 0.13 Q V 1 5 +20 0.0463 0.15 Q V 1 5 +25 0.0474 0.16 Q V 1 5 +30 0.0485 0.16 Q V 1 5 +35 0.0497 0.17 Q V 1 5 +40 0.0509 0.18 Q V I 5 +45 0.0522 0.18 Q V 1 5 +50 0.0534 0.18 Q V 1 5 +55 0.0547 0.18 Q V 1 6+ 0 0.0559 0.18 Q V 1 6+ 5 0.0572 0.20 Q V I 6 +10 0.0586 0.20 Q V I 6 +15 0.0600 0.20 Q V 6 +20 0.0614 0.20 Q V I 6 +25 0.0628 0.20 Q V 1 6 +30 0.0642 0.20 Q V 1 6 +35 0.0657 0.22 Q V 1 6 +40 0.0673 0.22 Q V V 6 +45 0.0688 0.22 Q V I 6 +50 0.0704 0.22 Q V 1 6 +55 0.0719 0.22 Q V i 7+ 0 0.0735 0.22 Q V I 7+ 5 0.0750 0.22 Q V I 7 +10 0.0766 0.22 Q V 1 7 +15 0.0781 0.22 Q V 1 7 +20 0.0798 0.24 Q V I 7 +25 0.0815 0.25 Q V I 7 +30 0.0832 0.25 Q V 1 7 +35 0.0850 0.26 IQ V 1 7 +40 0.0869 0.27 1Q V I 7 +45 0.0887 0.27 IQ V I 7 +50 0.0907 0.29 IQ V 1 7 +55 0.0927 0.29 IQ V I 8+ 0 0.0947 0.29 IQ V I 8+ 5 0.0970 0.33 IQ V I 8 +10 0.0993 0.34 IQ V I 8 +15 0.1017 0.34 1Q V 4 8 +20 0.1040 0.34 IQ V I 8 +25 0.1064 0.34 IQ V I 8 +30 0.1088 0.34 IQ V I 8 +35 0.1113 0.36 IQ V I 8 +40 0.1138 0.37 IQ VI 8 +45 0.1164 0.37 IQ VI 8 +50 0.1191 0.39 IQ VI 8 +55 0.1218 0.40 IQ VI 9+ 0 0. 1246 0.40 IQ VI 9+ 5+ 0.1276 0.44 IQ V 9 +10 0.1307 0.46 IQ V 9 +15 0.1339 0.46 IQ V 9 +20 0.1372 0.48 IQ V 9 +25 0.1405 0.48 IQ IV 9 +30 0.1438 0.48 IQ IV 9 +35 0.1473 0.50 1 Q IV 9 +4U U.15U8 0.51 I Q { V 9 +45 0.1543 0.51 1 Q I V 9 +50 0.1580 0.53 1 Q I v i 9 +55 0.1617 0.54 1 Q I v I 10+ 0 0.1655 0.54 1 Q I v I 10+ 5 0.1682 ��Q.40 IQ I v 1 10 +10 10 +15 0.1706 0.1730 a\ 3 . �0 5 IQ IQ I v I I v I 10 +20 0.1754 p0 5 IQ I v I 10 +25 0.1778 3 IQ I \1 I 10 +30 0.1803 �.35 IQ I v I 10 +35 0.1834 0.45 IQ I v I 10 +40 0.1867 0.49 IQ I v I 10 +45 0.1901 0.49 IQ I v 1 10 +50 .0.1935 0.49 IQ I v 1 10 +55 0.1968 0.49 IQ I v I 11+ 0 0.2002 0.49 IQ I v I 11+ 5 0.2034 0.47 IQ I v I 11 +10 0.2066 0.46 IQ I v 1 11 +15 0.2098 0.46 IQ I v 1 11 +20 0.2130 0.46 IQ I v 1 11 +25 0.2162 0.46 IQ I v 1 11 +30 0.2194 0.46 IQ I v I 11 +35 0.2223 0.42 IQ I v I 11 +40 0.2251 0.41 IQ I v I 11 +45 0.2279 0.41 IQ I v I 11 +50 0.2309 0.43 IQ I v I 11 +55 0.2339 0.44 IQ I v I 12+ 0 0.2369 0.44 IQ I v I 12+ 5 0.2409 0.58 I Q I vi 12 +10 0.2452 0.63 1 Q I vl 12 +15 0.2496 0.63 1 Q I v 12 +20 0.2541 0.65 I Q I v 12 +25 0.2586 0.66 1 Q I v 12 +30 0.2632 0.66 1 Q I I 12 +35 0.2680 0.70 1 Q I I 12 +40 0.2729 0.71 1 Q I I 12 +45 0.2778 0.71 1 Q I I 12 +50 0.2829 0.73 1 Q I I 12 +55 0.2880 0.74 1 Q I I 13+ 0 0.2931 0.74 1 Q I I 13+ 5 0.2989 0.84 1 Q I I 13 +10 0.3050 0.88 1 Q I I 13 +15 0.3110 0.88 1 Q I I 13 +20 0.3171 0.88 1 Q I I 13 +25 0.3232 0.88 1 Q I 1 13 +30 0.3292 0.88 1 Q I I 13 +35 0.3338 0.66 1 Q I I 13 +40 0.3378 0.58 1 Q I I 13 +45 0.3418 0.58 1 Q I I 13 +50 0.3458 0.58 1 Q I I 13 +55 0.3498 0.58 1 Q I I 14+ 0 0.3538 0.58 1 Q I I 14+ 5 0.3584 0.66 1 Q I I 14 +10 0.3631 0.69 1 Q I I 14 +15 0.3679 0.69 1 Q I I 14 +20 0.3725 0.67 1 Q ( I 14+25 0.3771 U.66 I Q � I 14 +30 0.381.7 0.67 1 Q I I v v v v v v v v v v v v I I I i I I I I i I I I I I I I I I I I I 1 l I I I I I I I I I v I v I v I vi v v1 v v �. 14 +35 14 +40 14 +45 114 +50 14 +55 115+ 0 j 15+ 5 15 +10 15 +15 15 +20 15 +25 15 +30 15 +35 15 +40 15 +45 15 +50 15 +55 16+ 0 0.3863 0.3908 0.3954 0.3999 0.4043 0.4087 0.4129 0.4172 0.4214 0.4255 0.4295 0.4335 0.4370 0.4403 0.4436 0.4469 0.4501 0.67 0.67 0.67 0.65 0.64 0.64 0.62 0.61 0.61 0.59 0.59 0.59 0.51 0.48 0.48 0.48 0.48 0.48 I Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q 1 Q IQ IQ IQ IQ IQ 16+ 5 _0.4534_ 0.4548 0.19 Q 16 +10 0.4554 0.09 Q 16 +15 0.4560 0.09 Q 16 +20 0.4566 0.09 Q 16 +25 0.4573 0.09 Q 16 +30 0.4579 0.09 Q 16 +35 0.4584 0.07 Q 16 +40 0.4588 0.07 Q 16 +45 0.4593 0.07 Q 16 +50 0.4598 0.07 Q 16 +55 0.4602 0.07 Q 17+ 0 0.4607 0.07 Q 17+ 5 0.4614 0.10 Q 17 +10 0.4622 0.11 Q 17 +15 0.4629 0.11 Q 17 +20 0.4637 .0.11 Q 17 +25 0.4645 0.11 Q 17 +30 0.4653 0.11 Q 17 +35 0.4660 0.11 Q 17 +40 0.4668 0.11 Q 17 +45 0.4676 0.11 Q 17 +50 0.4682 0.10 Q 17 +55 0.4689 0.09 Q 18+ 0 0.4695 0.09 Q 18+ 5 0.4701 0.09 Q 18 +10 0.4707 0.09 Q 18 +15 0.4713 0.09 Q 18 +20 0.4720 0.09 Q 18 +25 0.4726 0.09 Q 18 +30 0.4732 0.09 Q 18 +35 0.4737 0.07 Q 18 +40 0.4742 0.07 Q 18 +45 0.4746 0.07 Q 18 +50 0.4750 0.05 Q 18 +55 0.4753 0.04 Q 19+ 0 0.4756 0.04 Q 19+ 5 0.4760 0.06 Q 19 +10 0.4765 0.07 Q 19 +15 0.4770 0.07 Q v I iv I v I v I v I v I v I v I v I v I v I I I I I I I I I I I I I i v v v v v v v v v v v v v v v v v v v v v v v v v v v v 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, 1989 - 2008, Version 8.1 Study date 11/01/10 File: P3124100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ KEN GRAFF CHEVROLET /CADILLAC OF LA QUINTA SUBAREA P3 -1 100 YEAR STORM EVENT - 24 HOUR DURATION (DEVELOPED CONDITION) ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Sanborn A /E, Inc. 71780 San Jacinto Drive, Rancho Mirage, Ca. 92270 Program License Serial Number 6220 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- Drainage Area = I 1.60(Ac.) = 0.003 Sq. Mi. Drainage Area for Depth -Area Area Adjustment = 1.60(Ac.) = 0.003 Sq. Mi. Length along longest watercourse = 315.00(Ft.) Length along longest watercourse measured to centroid = 158.00(Ft.) Length along longest watercourse = 0.060 Mi. Length along longest watercourse measured to centroid = 0.030 Mi. Difference in elevation .= 3.10(Ft.) Slope along watercourse = 51.9619 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.015 Hr. Lag time = 0.92 Min. 25% of lag time = 0.23 Min. 40% of lag time = 0.37 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.)[1] Rainfall (In) [2] Weighting[1 *2] 1.60 1.40 2.24 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 1.60 4.25 6.80 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.250(In) Point rain (area averaged) = 4.250(In) Area adjustment factor = 100.00 % Adjusted average point rain = 4.250(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 1.600 69.00 0.900 Total Area Entered = 1.60(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 84.4 0.194 0.900 0.037 1.000 0.037 Low (In /Hr) 1 Sum (F) = 0.037 Area averaged mean soil loss (F) (In /Hr) = 0.037 0.006 Minimum soil loss rate ((In /Hr)) = 0.018 0.07 (for 24 hour storm duration) 0.006 0.028 Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.180 0.034 ( 0.065) U n i t H y d r o g r a p h 4 0.33 DESERT S -Curve 0.051 ( 0.065) -------------------------------------------------------------------- Unit Hydrograph Data 5 0.42 --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph ------------------------------------------=-------------------------- (hrs) Graph % (CFS) 0.051 1 0.083 543.063 73.159 1.180 7 2 0.167 1086.127 26.841 0.433 ----------------------------------------------------------------- Sum = 100.000 Sum= 1.613 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.034 ( 0.065) 0.006 0.028 2 0.17 0.07 0.034 ( 0.065) 0.006 0.028 3 0.25 0.07 0.034 ( 0.065) 0.006 0.028 4 0.33 0.10 0.051 ( 0.065) 0.009 0.042 5 0.42 0.10 0.051 ( 0.064) 0.009 0.042 6 0.50 0.10 0.051 ( 0.064) 0.009 0.042 7 0.58 0.10 0.051 ( 0.064) 0.009 0.042 8 0.67 0.10 0.051 ( 0.064) 0.009 0.042 9 0.75 0.10 0.051 ( 0.063) 0.009 0.042 10 0.83 0.13 0.068, ( 0.063) 0.012 0.056 11 0.92 0.13 0.068 ( 0.063) 0.012 0.056 12 1.00 0.13 0.068 ( 0.063) 0.012 0.056 13 1.08 0.10 0.051 ( 0.062) 0.009 0.042 14 1.17 0.10 0.051 ( 0.062) 0.009 0.042 15 1.25 0.10 0.051 ( 0.062) 0.009 0.042 16 1.33 0.10 0.051 ( 0.062) 0.009 0.042 17 1.42 0.10 0.051 ( 0.061) 0.009 0.042 18 1.50 0.10 0.051 ( 0.061) 0.009 0.042 19 1.58 0.10 0.051 ( 0.061) 0.009 0.042 20 1.67 0.10 0.051 ( 0.061) 0.009 0.042 21 1.75 0.10 0.051 ( 0.060) 0.009 0.042 22 1.83 0.13 0.068 ( 0.060) 0.012 0.056 23 1.92 0.13 0.068 ( 0.060) 0.012 0.056 24 2.00 0.13 0.068 ( 0.060) 0.012 0.056 25 2.08 0.13 0.068 ( 0.059) 0.012 0.056 26 2.17 0.13 0.068 ( 0.059) 0.012 0.056 27 2.25 0.13 0.068 ( 0.059) 0.012 0.056 28 2.33 0.13 0.068 ( 0.059) 0.012 0.056 29 2.42 0.13 0.068 ( 0.058) 0.012 0.056 30 2.50 0.13 0.068 ( 0.058) 0.012 0.056 31 2.58 0.17 0.085 ( 0.058) 0.015 0.070 32 2.67 0.17 0.085 ( 0.058) 0.015 0.070 33 2.75 0.17 0.085 ( 0.057) 0.015 0.070 34 2.83 0.17 0.085 ( 0.057) 0.015 0.070 35 2.92 0.17 0.085 ( 0.057) 0.015 0.070 36 3.00 0.17 0.085 ( 0.057) 0.015 0.070 37 3.08 0.17 0.085 ( 0.057) 0.015 0.070 38 3.17 0.17 0.085 ( 0.056) 0.015 0.070 39 3.25 0.17 0.085 ( 0.056) 0.015 0.070 40 3.33 0.17 0.085 ( 0.056) 0.015 0.070 41 3.42 0.17 0.085 ( 0.056) 0.015 0.070 42 3.50 0.17 0.085 ( 0.055) 0.015 0.070 43 3.58 0.17 0.085 ( 0.055) 0.015 0.070 44 3.67 0.17 0.085 ( 0.055) 0.015 0.070 45 3.75 0.17 0.085 ( 0.055) 0.015 0.070 46 3.83 0.20 0.102 ( 0.054) 0.018 0.084 47 3.92 0.20 0.102 ( 0.054) 0.018 0.084 48 4.00 0.20 0.102 ( 0.054) 0.018 0.084 49 4.08 0.20 0.102 ( 0.054) 0.018 0.084 50 4.17 0.20 0.102 ( 0.054) 0.018 0.084 51 4.25 0.20 0.102 ( 0.053) 0.018 0.084 52 4.33 0.23 0.119 ( 0.053) 0.021 0.098 53 4.42 0.23 0.119 ( 0.053) 0.021 0.098 54 4.50 0.23 0.119 ( 0.053) 0.021 0.098 55 4.58 0.23 0.119 ( 0.052) 0.021 0.098 56 4.67 0.23 0.119 ( 0.052) 0.021 0.098 57 4.75 0.23 0.119 ( 0.052) 0.021 0.098 58 4.83 0.27 0.136 ( 0.052) 0.024 0.112 59 4.92 0.27 0.136 ( 0.051) 0.024 0.112 60 5.00 0.27 0.136 ( 0.051) 0.024 0.112 61 5.08 0.20 0.102 ( 0.051) 0.018 0.084 62 5.17 0.20 0.102 ( 0.051) 0.018 0.084 63 5.25 0.20 0.102 ( 0.051) 0.018 0.084 64 5.33 0.23 0.119 ( 0.050) 0.021 0.098 65 5.42 0.23 0.119 ( 0.050) 0.021 0.098 66 5.50 0.23 0.119 ( 0.050) 0.021 0.098 67 5.58 0.27 0.136 ( 0.050) 0.024 0.112 68 5.67 0.27 0.136 ( 0.049) 0.024 0.112 69 5.75 0.27 0.136 ( 0.049) 0.024 0.112 70 5.83 0.27 0.136 ( 0.049) 0.024 0.112 71 5.92 0.27 0.136 ( 0.049) 0.024 0.112 72 6.00 0.27 0.136 ( 0.049) 0.024 0.112 73 6.08 0.30 0.153 ( 0.048) 0.028 0.125 74 6.17 0.30 0.153 ( 0.048) 0.028 0.125 75 6.25 0.30 0.153 ( 0.048) 0.028 0.125 76 6.33 0.30 0.153 ( 0.048) 0.028 0.125 77 6.42 0.30 0.153 ( 0.048) 0.028 0.125 78 6.50 0.30 0.153 ( 0.047) 0.028 0.125 79 6.58 0.33 0.170 ( 0.047) 0.031 0.139 80 6.67 0.33 0.170 ( 0.047) 0.031 0.139 81 6.75 0.33 0.170 ( 0.047) 0.031 0.139 82 6.83 0.33 0.170 ( 0.046) 0.031 0.13.9 83 6.92 0.33 0.370 r n.n46) 0.031 0,139 84 7.00 0.33 0.170 ( 0.046) 0.031 0.139 85 7.08 0.33 0.170 ( 0.046) 0.031 0.139 86 7.17 0.33 0.170 ( 0.046) 0.031 0.139 87 7.25 0.33 0.170 ( 0.045) 0.031 0.139 88 7.33 0.37 0.187 ( 0.045) 0.034 0.153 89 7.42 0.37 0.187 ( 0.045) 0.034 0.153 90 7.50 0.37 0.187 ( 0.045) 0.034 0.153 91 7.58 0.40 0.204 ( 0.045) 0.037 0.167 92 7.67 0.40 0.204 ( 0.044) 0.037 0.167 93 7.75 0.40 0.204 ( 0.044) 0.037 0.167 94 7.83 0.43 0.221 ( 0.044) 0.040 0.181 95 7.92 0.43 0.221 ( 0.044) 0.040 0.181 96 8.00 0.43 0.221 ( 0.044) 0.040 0.181 97 8.08 0.50 0.255 0.043 ( 0.046) 0.212 98 8.17 0.50 0.255 0.043 ( 0.046) 0.212 99 8.25 0.50 0.255 0.043 ( 0.046) 0.212 100 8.33 0.50 0.255 0.043 ( 0.046) 0.212 101 8.42 0.50 0.255 0.043 ( 0.046) 0.212 102 8.50 0.50 0.255 0.042 ( 0.046) 0.213 103 8.58 0.53 0.272 0.042 ( 0.049) 0.230 104 8.67 0.53 0.272 0.042 ( 0.049) 0.230 105 8.75 0.53 0.272 0.042 ( 0.049) 0.230 106 8.83 0.57 0.289 0.042 ( 0.052) 0.247 107 8.92 0.57 0.289 0.041 ( 0.052) 0.248 108 9.00 0.57 0.289 0.041 ( 0.052) 0.248 109 9.08 0.63 0.323 0.041 ( 0.058) 0.282 110 9.17 0.63 0.323 0.041 ( 0.058) 0.282 111 9.25 0.63 0.323 0.041 ( 0.058) 0.282 112 9.33 0.67 0.340 0:040 ( 0.061) 0.300 113 9.42 0.67 0.340 0.040 ( 0.061) 0.300 114 9.50 0.67 0.340 0.040 ( 0.061) 0.300 115 9.58 0.70 0.357 0.040 ( 0.064) 0.317 116 9.67 0.70 0.357 0.040 ( 0.064) 0.317 117 9.75 0.70 0.357 0.039 ( 0.064) 0.318 118 9.83 0.73 0.374 0.039 ( 0.067) 0.335 119 9.92 0.73 0.374 0.039 ( 0.067) 0.335 120 10.00 0.73 0.374 0.039 ( 0.067) 0.335 121 10.08 0.50 0.255 0.039 ( 0.046) 0.216 122 10.17 0.50 0.255 0.039 ( 0.046) 0.216 123 10.25 0.50 0.255 0.038 i 0.046) 0.217 124 10.33 0.50 0.255 0.038 ( 0.046) 0.217 125 10.42 0.50 0.255 0.038 ( 0.046) 0.217 126 10.50 0.50 0.255 0.038 ( 0.046) 0.217 127 10.58 0.67 0.340 0.038 ( 0.061) 0.302 128 10.67 0.67 0.340 0.037 ( 0.061) 0.303 129 10.75 0.67 0.340 0.037 ( 0.061) 0.303 130 10.83 0.67 0.340 0.037 ( 0.061) 0.303 131 10.92 0.67 0.340 0.037 ( 0.061) 0.303 132 11.00 0.67 0.340 0.037 ( 0.061) 0.303 133 11.08 0.63 0.323 0.036 ( 0.058) 0.287 134 11.17 0.63 0.323 0.036 ( 0.058) 0.287 135 11.25 0.63 0.323 0.036 ( 0.058) 0.287 136 11.33 0.63 0.323 0.036 ( 0.058) 0.287 137 11.42 0.63 0.323 0.036 ( 0.058) 0.287 138 11.50 0.63 0.323 0.036 ( 0.058) 0.287 139 11.58 0.57 0.289 0.035 ( 0.052) 0.254 140 11.67 0.57 0.289 0.035 ( 0.0521 0.254 141 11.75 0.57 0.289 0.035 ( 0.052) 0.254 142 11.83 0.60 0.306 0.035 ( 0.055) 0.271 143 11.92 0.60 0.306 0.035 ( 0.055) 0.271 144 12.00 0.60 0.306 0.035 ( 0.055) 0.271 145 12.08 0.83 0.425 0.034 ( 0.076) 0.391 146 12.17 0.83 0.425 0.034 ( 0.076) 0.391 147 12.25 0.83 0.425 0.034 ( 0.076) 0.391 148 12.33 0.87 0.442 0.034 ( 0.080) 0.408 149 12.42 0.87 0.442 0.034 ( 0.080) 0.408 150 12.50 0.87 0.442 0.034 ( 0.080) 0.408 151 12.58 0.93 0.476 0.033 ( 0.086) 0.443 152 12.67 0.93 0.476 0.033 ( 0.086) 0.443 153 12.75 0.93 0.476 0.033 ( 0.086) 0.443 154 12.83 0.97 0.493 0.033 ( 0.089) 0.460 155 12.92 0.97 0.493 0.033 ( 0.089) 0.460 156 13.00 0.97 0.493 0.033 ( 0.089) 0.460 157 13.08 1.13 0.578 0.032 ( 0.104) 0.546 158 13.17 1.13 0.578 0.032 ( 0.104) 0.546 159 13.25 1.13 0.578 0.032 ( 0.104) 0.546 160 13.33 1.13 0.578 0.032 ( 0.104) 0.546 161 .13.42 1.13 0.578 0.032 ( 0.104) 0.546 162 13.50 1.13 0.578 0.032 ( 0.104) 0.546 163 13.58 0.77 0.391 0.031 ( 0.070) 0.360 164 13.67 0.77 0.391 0.031 ( 0.070) 0.360 165 13.75 0.77 0.391 0.031 ( 0.070) 0.360 166 13.83 0.77 0.391 0.031 ( 0.070) 0.360 167 13.92 0.77 0.391 0.031 ( 0.070) 0.360 168 14.00 0.77 0.391 0.031 ( 0.070) 0.360 169 14.08 0.90 0.459 0.030 ( 0.083) 0.429 170 14.17 0.90 0.459 0.030 ( 0.083) 0.429 171 14.25 0.90 0.459 0.030 ( 0.083) 0.429 172 14.33 0.87 0.442 0.030 ( 0.080) 0.412 173 14.42 0.87 0.442 0.030 ( 0.080) 0.412 174 14.50 0.87 0.442 0.030 ( 0.080) 0.412 175 14.58 0.87 0.442 0.030 ( 0.080) 0.412 176 14.67 0.87 0.442 0.029 ( 0.080) 0.413 177 14.75 0.87 0.442 0.029 ( 0.080) 0.413 178 14.83 0.83 0.425 0.029 ( 0.076) 0.396 179 14.92 0.83 0.425 0.029 ( 0.076) 0.396 180 15.00 0.83 0.425 0.029 ( 0.076) 0.396 181 15.08 0.80 0.408 0.029 ( 0.073) 0.379 182 15.17 0.80 0.408 0.028 ( 0.073) 0.380 183 15.25 0.80 0.408 0.028 ( 0.073) 0.380 184 15.33 0.77 0.391 0.028 ( 0.070) 0.363 185 15.42 0.77 0.391 0.028 ( 0.070) 0.363 186 15.50 0.77 0.391 0.028 ( 0.070) 0.363 187 15.58 0.63 0.323 0.028 ( 0.058) 0.295 188 15.67 0.63 0.323 0.028 ( 0.058) 0.295 189 15.75 0.63 0.323 0.027 ( 0.058) 0.296 190 15.83 0.63 0.323 0.027 ( 0.058) 0.296 191 15.92 0.63 0.323 0.027 ( 0.058) 0.296 192 16.00 0.63 0.323 0.027 ( 0.058) 0.296 193 16.08 0.13 0.068 ( 0.027) 0.012 0.056 194 16.17 0.13 0.068 ( 0.027) 0.012 0.056 195 16.25 0.13 0.068 ( 0.027) 0.012 0.056 196 16.33 0.13 0.068 ( 0.026) 0.012 0.056 197 16.42 0.13 0.068 ( 0.026) 0.01.2 n. n56 198 16.50 0.13 0.068 ( 0.026) 0.012 0.056 199 16.58 0.10 0.051 ( 0.026) 0.009 0.042 200 16.67 0.10 0.051 ( 0.026) 0.009 0.042 201 16.75 0.10 0.051 ( 0.026) 0.009 0.042 202 16.83 0.10 0.051 ( 0.026) 0.009 0.042 203 16.92 0.10 0.051 ( 0.026) 0.009 0.042 204 17.00 0.10 0.051 ( 0.025) 0.009 0.042 205 17.08 0.17 0.085 ( 0.025) 0.015 0.010 206 17.17 0.17 0.085 ( 0.025) 0.015 0.070 207 17.25 0.17 0.085 ( 0.025) 0.015 0.070 208 17.33 0.17 0.085 ( 0.025) 0.015 0.070 209 17.42 0.17 0.085 ( 0.025) 0.015 0.070 210 17.50 0.17 0.085 ( 0.025) 0.015 0.070 211 17.58 0.17 0.085 ( 0.025) 0.015 0.070 212 17.67 0.17 0.085 ( 0.024) 0.015 0.070 213 17.75 0.17 0.085 ( 0.024) 0.015 0.070 214 17.83 0.13 0.068 ( 0.024) 0.012 0.056 215 17.92 0.13 0.068 ( 0.024) 0.012 0.056 216 18.00 0.13 0.068 ( 0.024) 0.012 0.056 217 18.08 0.13 0.068 ( 0.024) 0.012 0.056 218 18.17 0.13 0.068 ( 0.024) 0.012 0.056 219 18.25 0.13 0.068 ( 0.024) 0.012 0.056 220 18.33 0.13 0.068 ( 0.023) 0.012 0.056 221 18.42 0.13 0.068 ( 0.023) 0.012 0.056 222 18.50 0.13 0.068 ( 0.023) 0.012 0.056 223 18.58 0.10 0.051 ( 0.023) 0.009 0.042 224 18.67 0.10 0.051 ( 0.023) 0.009 0.042 225 18.75 0.10 0.051 ( 0.023) 0.009 0.042 226 18.83 0.07 0.034 ( 0.023) 0.006 0.028 227 18.92 0.07 0.034 ( 0.023) 0.006 0.028 228 19.00 0.07 0.034 ( 0.023) 0.006 0.028 229 19.08 0.10 0.051 ( 0.022) 0.009 0.042 230 19.17 0.10 0.051 ( 0.022) 0.009 0.042 231 19.25 0.10 0.051 ( 0.022) 0.009 0.042 232 19.33 0.13 0.068 ( 0.022) 0.012 0.056 233 19.42 0.13 0.068 ( 0.022) 0.012 0.056 234 19.50 0.13 0.068 ( 0.022) 0.012 0.056 235 19.58 0.10 0.051 ( 0.022) 0.009 0.042 236 19.67 0.10 0.051 ( 0.022) 0.009 0.042 237 19.75 0.10 0.051 ( 0.022) 0.009 0.042 238 19.83 0.07 0.034 ( 0.022) 0.006 0.028 239 19.92 0.07 0.034 ( 0.021) 0.006 0.028 240 20.00 0.07 0.034 ( 0.021) 0.006 0.028 241 20.08 0.10 0.051 ( 0.021) 0.009 0.042 242 20.17 0.10 0.051 ( 0.021) 0.009 0.042 243 20.25 0.10 0.051 ( 0.021) 0.009 0.042 244 20.33 0.10 0.051 i 0.021) 0.009 0.042 245 20.42 0.10 0.051 ( 0.021) 0.009 0.042 246 20.50 0.10 0.051 ( 0.021) 0.009 0.042 247 20.58 0.10 0.051 ( 0.021) 0.009 0.042 248 20.67 0.10 0.051 ( 0.021) 0.009 0.042 249 20.75 0.10 0.051 ( 0.021) 0.009 0.042 250 20.83 0.07 0.034 ( 0.020) 0.006 0.028 251 20.92 0.07 0.034 ( 0.020) 0.006 0.028 252, 21.00 0.07 0.034 ( 0.020) 0.006 0.028 253 21.08 0.10 0.051 ( 0.020) 0.009 0.042 254 21.17 0.10 0.051 ( 0.020) 0.009 n.n42 255 21.25 0.10 0.051 ( 0.020) 0.009 0.042 256 21.33 0.07 0.034 ( 0.020) 0.006 0.028 257 21.42 0.07 0.034 ( 0.020) 0.006 0.028 258 21.50 0.07 0.034 ( 0.020) 0.006 0.028 259 21.58 0.10 0.051 ( 0.020) 0.009 0.042 260 21.67 0.10 0.051 ( 0.020) 0.009 0.042 261 21.75 0.10 0.051 ( 0.020) 0.009 0.042 262 21.83 0.07 0.034 ( 0.020) 0.006 0.028 263 21.92 0.07 0.034 ( 0.020) 0.006 0.028 264 22.00 0.07 0.034 ( 0.019) 0.006 0.028 265 22.08 0.10 0.051 ( 0.019) 0.009 0.042 266 22.17 0.10 0.051 ( 0.019) 0.009 0.042 267 22.25 0.10 0.051 ( 0.019) 0.009 0.042 268 22.33 0.07 0.034 ( 0.019) 0.006 0.028 269 22.42 0.07 0.034 ( 0.019) 0.006 0.028 270 22.50 0.07 0.034 ( 0.019) 0.006 0.028 271 22.58 0.07 0.034 ( 0.019) 0.006 0.028 272 22.67 0.07 0.034 ( 0.019) 0.006 0.028 273 22.75 0.07 0.034 ( 0.019) 0.006 0.028 274 22.83 0.07 0.034 ( 0.019) 0.006 0.028 275 22.92 0.07 0.034 ( 0.019) 0.006 0.028 276 23.00 0.07 0.034 ( 0.019) 0.006 0.028 277 23.08 0.07 0.034 ( 0.019) 0.006 0.028 278 23.17 0.07 0.034 ( 0.019) 0.006 0.028 279 23.25 0.07 0.034 ( 0.019) 0.006 0.028 280 23.33 0.07 0.034 ( 0.019) 0.006 0.028 281 23.42 0.07 0.034 ( 0.019) 0.006 0.028 282 23.50 0.07 0.034 ( 0.019) 0.006 0.028 283 23.58 0.07 0..034 ( 0.019) 0.006 0.028 284 23.67 0.07 0.034 ( 0.018) 0.006 0.028 285 23.75 0.07 0.034 ( 0.018) 0.006 0.028 286 23.83 0.07 0.034 ( 0.018) 0.006 0.028 287 23.92 0.07 0.034 ( 0.018) 0.006 0.028 288 29.00 0.07 0.034 ( 0.018) 0.006 0.028 (Loss Rate Not Used) Sum = 100.0 Sum = 44.9 Flood volume = Effective rainfall 3.74(In) times area 1.6(Ac.) /[(In) /(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.51(In) Total soil loss = 0.068(Ac.Ft) Total rainfall = 4.25(In) Flood volume = 21733.3 Cubic Feet Total soil loss = 2950.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.882(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q I I I I 0 +10 0.0005 0.04 0 1 I I 0 +15 0.0008 0.04 Q I I I I 0 +20 0.0013 0.06 Q 0 +25 0.0017 0.07 Q 0 +30 0.0022 0.07 Q 0 +35 0.0027 0.07 Q 0 +40 0.0031 0.07 Q 0 +45 0.0036 0.07 Q 0 +50 0.0042 0.08 Q 0 +55 0.0048 0.09 Q 1+ 0 0.0054 0.09 Q 1+ 5 0.0059 0.07 Q 1 +10 0.0064 0.07 Q 1 +15 0.0068 0.07 Q 1 +20 0.0073 0.07 Q 1 +25 0.0078 0.07 Q 1 +30 0.0082 0.07 Q 1 +35 0.0087 0.07 Q 1 +40 0.0092 0.07 Q 1 +45 0.0096 0.07 Q 1 +50 0.0102 0.08 Q 1 +55 0.0108 0.09 Q 2+ 0 0.0115 0.09 Q 2+ 5 0.0121 0.09 Q 2 +10 0.0127 0.09 QV 2 +15 0.0133 0.09 QV 2 +20 0.0139 0.09 QV 2 +25 0.0145 0.09 QV 2 +30 0.0152 .0.09 QV 2 +35 0.0159 0.11 QV 2 +40 0.0167 0.11 QV 2 +45 0.0174 0.11 QV 2 +50 0.0182 0.11 QV 2 +55 0.0190 0.11 QV 3+ 0 0.0198 0.11 QV 3+ 5 0.0205 0.11 QV 3 +10 0.0213 0.11 QV 3 +15 0.0221 0.11 QV 3 +20 0.0229 0.11 QV 3 +25 0.0236 0.11 QV 3 +30 0.0244 0.11 QV 3 +35 0.0252 0.11 Q V 3 +40 0.0260 0.11 Q V 3 +45 0.0267 0.11 Q V 3 +50 0.0276 0.13 Q V 3 +55 0.0286 0.13 Q V 4+ 0 0.0295 0.13 Q V 4+ 5 0.0304 0.13 Q V 4 +10 0.0313 0.13 Q V 4 +15 0.0323 0.13 Q V 4 +20 0.0333 0.15 Q V 4 +25 0.0344 0.16 Q V 4 +30 0.0355 0.16 Q V 4 +35 0.0366 0.16 Q V 4 +40 0.0377 0.16 Q V 4 +45 0.0387 0.16 Q V 4 +50 0.0399 0.17 Q V 4 +55 0.0412 0.18 0 V 5+ 0 0.0424 0.18 Q V 5+ 5 0.0434 0.15 Q V 1 5 +10 0.0444 0.13 Q V 1 5 +15 0.0453 0.13 Q V 1 5 +20 0.0463 0.15 Q V 1 5 +25 0.0474 0.16 Q V 1 5 +30 0.0485 0.16 Q V 1 5 +35 0.0497 0.17 Q V 1 5 +40 0.0509 0.18 Q V 1 5 +45 0.0522 0.18 Q V 1 5 +50 0.0534 0.18 Q V 1 5 +55 0.0547 0.18 Q V. 1 6+ 0 0.0559 0.18 Q V 1 6+ 5 0.0572 0.20 Q V 1 6 +10 0.0586 0.20 Q V 1 6 +15 0.0600 0.20 Q V 1 6 +20 0.0614 0.20 Q V 1 6 +25 0.0628 0.20 Q V 1 6 +30 0.0642 0.20 Q V 1 6 +35 0.0657 0.22 Q V 1 6 +40 0.0673 0.22 Q V 1 6 +45 0.0688 0.22 Q V 1 6 +50 0.0704 0.22 Q V 1 6 +55 0.0719 0.22 Q V 1 7+ 0 0.0735 0.22 Q V 1 7+ 5 0.0750 0.22 Q V 1 7 +10 0.0766 0.22 Q V 1 7 +15 0.0781 0.22 Q V 1 7 +20 0.0798 0.24 Q V 1 7 +25 0.0815 0.25 Q V 1 7 +30 0.0832 0.25 Q V 1 7 +35 0.0850 0.26 IQ V 1 7 +40 0.0869 0.27 IQ V 1 7 +45 0.0887 0.27 IQ V I 7 +50 0.0907 0.29 IQ V 1 7 +55 0.0927 0.29 IQ V 1 8+ 0 0.0947 0.29 IQ V 1 8+ 5 0.0970 0.33 IQ V 1 8 +10 0.0993 0.34 IQ V 1 8 +15 0.1017 0.34 IQ V 1 8 +20 0.1040 0.34 IQ V 1 8 +25 0.1064 0.34 IQ V 1 8 +30 0.1088 0.34 IQ V 1 8 +35 0.1113 0.36 IQ V I 8 +40 0.1138 0.37 IQ VI 8 +45 0.1164 0.37 IQ V1 8 +50 0.1191 0.39 IQ VI 8 +55 0.1218 0.40 IQ VI 9+ 0 0.1246 0.40 IQ VI 9+ 5 0.1276 0.44 IQ V 9 +10 0.1307 0.46 IQ V 9 +15 0.1339 0.46 IQ V 9 +20 0.1372 0.48 IQ V 9 +25 0.1405 0.48 IQ IV 9 +30 0.1438 0.48 IQ IV 9 +35 0.1473 0.50 I Q IV 9 +40 0.1508 0.51 1 Q 1 V 9 +45 0.1543 0.51 1 Q I V 9 +50 0.1580 0.53 1 Q I V I I 9 +55 0.1617 0.54 1 Q I V I I 10+ 0 0.,1655 0.54 1 Q I V I I 10+ 5 0.1682 0.40 IQ I V I I 10 +10 0.1706 0.35 IQ I V I I 10 +15 0.1730 0.35 IQ I V I I 10 +20 0.1754 0.35 IQ I V 1 1 10 +25 0.1778 0.35 IQ I V I I 10 +30 0.1803 0.35 IQ I V I I 10 +35 0.1834 0.45 IQ I V I I 10 +40 0.1867 0.49 IQ I V I I 10 +45 0.1901 0.49 IQ I V I I 10 +50 0.1935 0.49 IQ I V I 1 10 +55 0.1968 0.49 IQ I V I I 11+ 0 0.2002 0.49 IQ I V I I 11+ 5 0.2034 0.47 IQ I V I I 11 +10 0.2066 0.46 IQ I V I I 11 +15 0.2098 0.46 IQ I V I I 11 +20 0.2130 0.46 IQ I V I I 11 +25 0.2162 0.46 IQ I V I I 11 +30 0.2194 0.46 IQ I V I I 11 +35 0.2223 0.42 IQ I V I I 11 +40 0.2251 0.41 IQ I V I I 11 +45 0.2279 0.41 IQ I V I I 11 +50 0.2309 0.43 IQ I V I I 11 +55 0.2339 0.44 IQ I V I I 12+ 0 0.2369 0.44 IQ I V I I 12+ 5 0.2409 0.58 1 Q I VI I 12 +10 0.2452 0.63 1 Q I VI I 12 +15 0.2496 0.63 1 Q I V I 12 +20 0.2541 0.65 1 Q I V I 12 +25 0.2586 0.66 1 Q I V I 12 +30 0.2632 0.66 1 Q I IV I 12 +35 0.2680 0.70 I Q I IV I 12 +40 0.2729 0.71 1 Q I IV I 12 +45 0.2778 0.71 1 Q I I V I 12 +50 0.2829 0.73 I Q I I V I 12 +55 0.2880 0.74 1 Q I I V I 13+ 0 0.2931 0.74 1 Q I I V I 13+ 5 0.2989 0.84 1 Q I I V I 13 +10 0.3050 0.88 1 Q I I V 13 +15 0.3110 0.88 1 Q I I V I 13 +20 0.3171 0.88 1 Q I I V I 13 +25 0.3232 0.88 1 Q I I V I 13 +30 0.3292 0.88 1 Q I I V I 13 +35 0.3338 0.66 1 Q I I V I 13 +40 0.3378 0.58 1 Q I I V I 13 +45 0.3418 0.58 1 Q I I V 1 13 +50 0.3458 0.58 1 Q I I V I 13 +55 0.3498 0.58 1 Q I I V 1 14+ 0 0.3538 0.58 1 Q I I V 1 14+ 5 0.3584 0.66 I Q I I V I 14 +10 0.3631 0.69 1 Q I I VI 14 +15 0.3679 0.69 1 Q I I VI 14 +20 0.3725 0.67 1 Q I I VI 14 +25 0.3771 0.66 1 Q I I V 14 +30 0.3817 0.67 1 Q I I V 14 +35 0.3863 0.67 1 Q 14 +40 0.3908 0.67 1 Q 14 +45 0.3954 0.67 1 Q 14 +50 0.3999 0.65 1 Q 14 +55 0.4043 0.64 1 Q 15+ 0 0.4087 0.64 1 Q 15+ 5 0.4129 0.62 1 Q 15 +10 0.4172 0.61 1 Q 15 +15 0.4214 0.61 1 Q 15 +20 0.4255 0.59 1 Q 15 +25 0.4295 0.59 1 Q 15 +30 0.4335 0.59 1 Q 15 +35 0.4370 0.51 1 Q 15 +40 0.4403 0.48 IQ 15 +45 0.4436 0.48 IQ 15 +50 0.4469 0.48 IQ 15 +55 0.4501 0.48 IQ 16+ 0 0.4534 0.48 IQ 16+ 5 0.4548 0.19 Q 16 +10 0.4554 0.09 Q 16 +15 0.4560 0.09 Q 16 +20 0.4566 0.09 Q 16 +25 0.4573 0.09 Q 16 +30 0.4579 0.09 Q 16 +35 0.4584 0.07 Q 16 +40 0.4588 0.07 Q 16 +45 0.4593 0.07 Q 16 +50 0.4598 0.07• Q 16 +55 0.4602 0.07 Q 17+ 0 0.4607 0.07 Q 17+ 5 0.4614 0.10 Q 17 +10 0.4622 0.11 Q 17 +15 0.4629 0.11 Q 17 +20 0.4637 0.11 Q 17 +25 0.4645 0.11 Q 17 +30 0.4653 0.11 Q 17 +35 0.4660 0.11 Q 17 +40 0.4668 0.11 Q 17 +45 0.4676 0.11 Q 17 +50 0.4682 0.10 Q 17 +55 0.4689 0.09 Q 18+ 0 0.4695 0.09 Q 18+ 5 0.4701 0.09 Q 18 +10 0.4707 0.09 Q 18 +15 0.4713 0.09 Q 18 +20 0.4720 0.09 Q 18 +25 0.4726 0.09 Q 18 +30 0.4732 0.09 Q 18 +35 0.4737 0.07 Q 18 +40 0.4742 0.07 Q 18 +45 0.4746 0.07 Q 18 +50 0.4750 0.05 Q 18 +55 0.4753 0.04 Q 19+ 0 0.4756 0.04 Q 19+ 5 0.4760 0.06 Q 19 +10 0.4765 0.07 Q 19 +15 0.4770 0.07 Q u v v v v v v v v v v v v v v v v v v v v v v v v v v V v v v v v v v v v v v v v v v v v v v v v v v v 19 +20 0.4775 0.08 Q I I I v 1 19 +25 0.4782 0.09 Q ! I v 1 19 +30 0.4788 0.09 Q V I 1 v 1 19 +35 0.4793 0.07 Q { ( I v { 19 +40 0.4798 0.07 Q I I I v 1 19 +45 0.4802 0.07 Q I f I V 1 19 +50 0.4806 0.05 Q I I I V 1 19 +55 0.4809 0.04 Q I I I v 1 20+ 0 0.4812 0.04 Q I I I v 1 20+ 5 0.4816 0.06 Q I I I v 1 20 +10 0.4821 0.07 Q I I I v 1 20 +15 0.4825 0.07 Q I 1 I v 1 20 +20 0.4830 0.07 Q ( j I V 1 20 +25 0.4835 0.07 Q I I I v 1 20 +30 0.4839 0.07 Q I I I v l 20 +35 0.4844 0.07 Q I I I v I 20 +40 0.4849 0.07 Q ( I I v 1 20 +45 0.4853 0.07 Q I I I v l 20 +50 0.4857 0.05 Q I I I v l 20 +55 0.4860 0.04 Q I I v l 21+ 0 0.4863 0.04 Q I I I v l 21+ 5 0.4867 0.06 Q I I I VI 21 +10 0.4872 0.07 Q I 1 I VI 21 +15 0.4877 0.07 Q I I I VI 21 +20 0.4880 0.05 Q I I l VI 21 +25 0.4883 0.04 Q I I I VI 21 +30 0.4886 0.04 Q I I I VI 21 +35 0.4890 0.06 Q I I I v1 21 +40 0.4895 0.07 Q I I ( VI 21 +45 0.4900 0.07 Q I I I vi 21 +50 0.4903 0.05 Q I I I VI 21 +55 0.4906 0.04 Q I I I vi 22+ 0 0.4909 0.04 Q I I I VI 22+ 5 0.4914 0.06 Q { I I vi 22 +10 0.4918 0.07 Q I I l vi 22 +15 0.4923 0.07 Q I I I vi 22 +20 0.4926 0.05 Q I' I I VI 22 +25 0.4930 0.04 Q I I I vi 22 +30 0.4933 0.04 Q I I I vi 22 +35 0.4936 0.04 Q I I I vi 22 +40 0.4939 0.04 Q I f I vi 22 +45 0.4942 0.04 Q I I I vi 22 +50 0.4945 0.04 Q I 1 I vi 22 +55 0.4948 0.04 Q I I I VI 23+ 0 0.4951 0.04 Q I I I v1 23+ 5 0.4954 0.04 Q I I I VI 23 +10 0.4957 0.04 Q I I I vi 23 +15 0.4961 0.04 Q I I vi 23 +20 0.4964 0.04 Q I I vi 23 +25 0.4967 0.04 Q I I f vi 23 +30 0.4970 0.04 Q I { { vi 23 +35 0.4973 0.04 Q I I I vi 23 +40 0.4976 0.04 Q I I I vi 23 +45 0.4979 0.04 Q I I I vi 23 +50 0.4982 0.04 Q I I I v1 23 +55 0.4985 0.04 0 ! ! `i 24+ 0 0.4988 0.04 Q I I vi 24+ 5 0.4989 0.01 4 I I I VI CHECK 100 YEAR 24 HOUR STORM FOR SUBAREA P3 -3 - 1.2 ACRES - RETENTION BASIN NO. 10 CFS TOTAL OF FLOW RATES ABOVE 0.30 CFS: 34.27 NUMBER OF 5 MINUTE PERIODS: 78 AVERAGE FLOW RATE: 0.439 CFS LESS 0.3 CFS INFILTRATION 0.139 CFS AVERAGE FLOW RATE DURATIONNOLUME : 78 FIVE MINUTE PERIODS: = 6.50 HOURS = 3253 C.F. OF STORAGE VOLUME NEEDED. REDESIGNED BASIN 10 SYSTEM VOLUME: 3260 WITH I FT OF FREEBOARD h V In �� `l 1 I` 5+ 5 0.0326 0.11 Q V 5 +10 0.0333 0.10 Q V 5 +15 0.0340 0.10 Q V 5 +20 0.0348 0.11 Q V 5 +25 0.0356 0.12 Q V 5 +30 0.0364 0.12 Q V 5 +35 0.0373 0.13 Q V 5 +40 0.0382 0.13 Q V 5 +45 0.0391 0.13 Q V 5 +50 0.0401 0.13 Q V 5 +55 0.0410 0.13 Q V 6+ 0 0.0419 0.13 Q V 6+ 5 0.0429 0.15 Q V 6 +10 0.0440 0.15 Q V 6 +15 0.0450 0.15 Q V 6 +20 0.0461 0.15 Q V 6 +25 0.0471 0.15 Q V 6 +30 0.0482 0.15 Q V 6 +35 0.0493 0.16 Q V 6 +40 0.0505 0.17 Q V 6 +45 0.0516 0.17 Q V 6 +50 0.0528 0.17 Q V 6 +55 0.0540 0.17 Q V 7+ 0 0.0551 0.17 Q V 7+ 5 0.0563 0.17 Q V 7 +10 0.0574 0.17 Q V 7 +15 0.0586 0.17 Q V 7 +20 0.0598 0.18 Q V 7 +25 0.0611 0.19 Q V 7 +30 0.0624 0.19 Q V 7 +35 0.0638 0.20 Q V 7 +40 0.0652 0.20 Q V 7 +45 0.0666 0.20 Q 7 +50 0.0680 0.21 Q 7 +55 0.0695 0.22 Q 8+ 0 0.0711 0.22 Q 8+ 5 0.0728 0.25 Q 8 +10 0.0745 0.26 IQ 8 +15 0.0763 0.26 IQ 8 +20 0.0781 0.26 IQ 8 +25 0.0798 0.26 IQ 8 +30 0.0816 0.26 IQ 8 +35 0.0835 0.27 IQ 8 +40 0.0854 0.28 IQ 8 +45 0.0873 0.28 IQ 8 +50 0.0893 0.29 IQ 8 +55 0.0914 0.30 IQ 9+ 0 0.0935 0.30 IQ 9+ 5 0.0957 0.33 IQ 9 +10 0.0981 0.34 IQ 9 +15 0.1004 0.34 IQ 9 +20 0.1029 0.36 IQ 9 +25 0.1054 0.36 IQ 9 +30 0.1079 0.36 IQ 9 +35 0.1105 0.38 IQ 9+40 0.1132 0.38 IQ 9 +45 0.1158 0.38 IQ V V V V V V IV IV IV IV I V I V 9 +50 0.1186 0.40 IQ 9 +55 0.1213 0.41 IQ 10+ 0 0.1241 0.41 IQ 10+ 5 0.1262 ll IQ 10 +10 0.1280 IQ 10 +15 0.1298 OV6 IQ 10 +20 0.1316 0 /�',6 IQ 10 +25 0.1334 2 /-26 IQ 10 +30 0.1352 IQ 10 +35 0.1376 0.34 IQ 10 +40 0.1401 0.37 IQ 10 +45 0.1426 0.37 IQ 10 +50 0.1451 0.37 IQ 10 +55 0.1477 0.37 IQ 11+ 0 0.1502 0.37 IQ 11+ 5 0.1526 0.35 IQ 11 +10 0.1550 0.35 IQ 11 +15 0.1574 0.35 IQ 11 +20 0.1598 0.35 IQ 11 +25 0.1622 0.35 IQ 11 +30 0.1646 0.35 IQ 11 +35 0.1667 0.32 IQ 11 +40 0.1689 0.31 IQ 11 +45 0.1710 0.31 IQ 11 +50 0.1732 0.32 IQ 11 +55 0.1755 0.33 IQ 12+ 0 0.1777 0.33 1Q 12+ 5 0.1807 0.44 IQ 12 +10 0.1840 0.47 IQ 12 +15 0.1872 0.47 IQ 12 +20 0.1906 0.49 IQ 12 +25 0.1940 0.49 IQ 12 +30 0.1974 0.49 IQ 12 +35 0.2010 0.53 1 Q 12 +40 0.2047 0.54 1 Q 12 +45 0.2084 .0.54 I Q 12 +50 0.2122 0.55 1 Q 12 +55 0.2160 0.56 1 Q 13+ 0 0.2199 0.56 1 Q 13+ 5 0.2242 0.63 1 Q 13 +10 0.2288 0.66 1 Q 13 +15 0.2333 0.66 1 Q 13 +20 0.2379 0.66 1 Q 13 +25 0.2424 0.66 1 Q 13 +30 0.2470 0.66 1 Q 13 +35 0.2504 0.49 IQ 13 +40 0.2534 0.44 IQ 13 +45 0.2564 0.44 IQ 13 +50 0.2594 0.44 IQ 13 +55 0.2624 0.44 IQ 14+ 0 0.2654 0.44 IQ 14+ 5 0.2688 0.50 IQ 14 +10 0.2724 0.52 1 Q 14 +15 0.2760 0.52 1 Q 14 +20 0.2794 0.50 1 Q In �c t L J n 001)n V L V L J n c V J V IQ 14 +30 0.2863 0.50 IQ v v v v v v v v v v v v v v v v v v v v v v N Iv Iv Iv I v I v I v I v f v I v I v I v I v I v I v I v I v I v i v I v I v I vl vl vl v v 14 +35 14 +40 14 +45 14 +50 14 +55 15+ 0 15+ 5 15 +10 15 +15 15 +20 15 +25 15 +30 15 +35 15 +40 15 +45 15 +50 15 +55 16+ 0 0.2897 0.2932 0.2966 0.3000 0.3033 0.3066 0.3098 0.3129 0.3161 0.3191 0.3222 0.3252 0.3278 0.3303 0.3327 0.3352 0.3376 0.3401 0.50 0.50 0.50 0.48 0.48 0.48 0.46 0.46 0.46 0.44 0.44 0.44 0.38 0.36 0.36 0.36 0.36 0.36 IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ 16+ 5 0.3411 0.14 Q 16 +10 0.3416 0.07 Q 16 +15 0.3420 0.07 Q 16 +20 0.3425 0.07 Q 16 +25 0.3429 0.07 Q 16 +30 0.3434 0.07 Q 16 +35 0.3438 0.05 Q 16 +40 0.3441 0.05 Q 16 +45 0.3445 0.05 Q 16 +50 0.3448, 0.05 Q 16 +55 0.3452 0.05 Q 17+ 0 0.3455 0.05 Q 17+ 5 0.3461 0.08 Q 17 +10 0.3466 0.08 Q 17 +15 0.3472 0.08 Q 17 +20 0.3478 0.08 Q 17 +25 0.3484 0.08 Q 17 +30 0.3490 0.08 Q 17 +35 0.3495 0.08 Q 17 +40 0.3501 0.08 Q 17 +45 0.3507 0.08 Q 17 +50 0.3512 0.07 Q 17 +55 0.3517 0.07 Q 18+ 0 0.3521 0.07 Q 18+ 5 0.3526 0.07 Q 18 +10 0.3531 0.07 Q 18 +15 0.3535 0.07 Q 18 +20 0.3540 0.07 Q 18 +25 0.3544 0.07 Q 18 +30 0.3549 0.07 Q 18 +35 0.3553 0.05 Q 18 +40 0.3556 0.05 Q 18 +45 0.3560 0.05 Q 18 +50 0.3562 0.04 Q 18 +55 0.3565 0.03 Q 19+ 0 0.3567 0.03 Q 19+ 5 0.3570 0.05 Q 19 +10 0.35)4 U.05 Q 19 +15 0.3577 0.05 Q V IV IV V V V V V V V V V V V V V V V V V V V V V V V. V V V V V V V 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, 1989 - 2008, Version 8.1 Study date 11 /01 /10 File: P3324100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ KEN GRAFF CHEVROLET /CADILLAC OF LA QUINTA SUBAREA P3 -3 100 YEAR STORM EVENT - 24 HOUR DURATION (DEVELOPED CONDITION) ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Sanborn A /E, Inc. 71780 San Jacinto Drive, Rancho Mirage, Ca. 92270 Program License Serial Number 6220 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Drainage Area = 1.20(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Area Adjustment = 1.20(Ac.) = 0.002 Sq. Mi. Length along longest watercourse = 260.00(Ft.) Length along longest watercourse measured to centroid = 130.00(Ft.) Length along longest watercourse = 0.049 Mi. Length along longest watercourse measured to centroid = 0.025 Mi. Difference in elevation = 1.60(Ft.) Slope along watercourse = 32.4923 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.014 Hr. Lag time = 0.87 Min. 25% of lag time = 0.22 Min. 40% of lag time = 0.35 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 1.20 1.40 1.68 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 1.20 4.25 5.10 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.250(In) Point rain (area averaged) = 4.250(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.250(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 1.200 69.00 0.900 Total Area Entered = 1.20(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 69.0 84.4 0.194 0.900 0.037 1.000 0.037 Low (In /Hr) 1 Sum (F) = 0.037 Area averaged mean soil loss (F) (In /Hr) = 0.037 ( 0.065) Minimum soil loss rate ((In /Hr)) = 0.018 0.17 (for 24 hour storm duration) ( 0.065) 0.006 Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.180 0.25 0.07 0.034 U n i t H y d r o g r a p h 0.028 -------------------------------------------------------------------- DESERT S -Curve 0.10 0.051 ( 0.065) Unit Hydrograph Data 0.042 5 --------------------------------------------------------------------- Unit time period Time o of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- 0.042 Graph o (CFS) 1 0.083 575.398 74.549 0.902 2 0.167 1150.795 25.451 0.308 ----------------------------------------------------------------- Sum = 100.000 Sum= 1.209 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.034 ( 0.065) 0.006 0.028 2 0.17 0.07 0.034 ( 0.065) 0.006 0.028 3 0.25 0.07 0.034 ( 0.065) 0.006 0.028 4 0.33 0.10 0.051 ( 0.065) 0.009 0.042 5 0.42 0.10 0.051 ( 0.064) 0.009 0.042 6 0.50 0.10 0.051 ( 0.064) 0.009 0.042 7 0.58 0.10 0.051 ( 0.064) 0.009 0.042 8 0.67 0.10 0.051 ( 0.064) 0.009 0.042 9 0.75 0.10 0.051 ( 0.063) 0.009 0.042 10 0.83 0.13 0.068 ( 0.063) 0.012 0.056 11 0.92 0.13 0.068 ( 0.063) 0.012 0.056 12 1.00 0.13 0.068 ( 0.063) 0.012 0.056 13 1.08 0.10 0.051 ( 0.062) 0.009 0.042 14 1.17 0.10 0.051 ( 0.062) 0.009 0.042 15 1.25 0.10 0.051 ( 0.062) 0.009 0.042 16 1.33 0.10 0.051 ( 0.062) 0.009 0.042 17 1.42 0.10 0.051 ( 0.061) 0.009 0.042 18 1.50 0.10 0.051 ( 0.061) 0.009 0.042 19 1.58 0.10 0.051 ( 0.061) 0.009 0.042 20 1.67 0.10 0.051 ( 0.061) 0.009 0.042 21 1.75 0.10 0.051 ( 0.060) 0.009 0.042 22 1.83 0.13 0.068 ( 0.060) 0.012 0.056 23 1.92 0.13 0.068 ( 0.060) 0.012 0.056 24 2.00 0.13 0.068 ( 0.060) 0.012 0.056 25 2.08 0.13 0.068 ( 0.059) 0.012 0.056 26 2.17 0.13 0.068 ( 0.059) 0.012 0.056 27 2.25 0.13 0.068 ( 0.059) 0.012 0.056 28 2.33 0.13 0.068 ( 0.059) 0.012 0.056 29 2.42 0.13 0.068 ( 0.058) 0.012 0.056 30 2.50 0.13 0.068 ( 0.058) 0.012 0.056 31 2.58 0.17 0.085 ( 0.058) 0.015 0.070 32 2.67 0.17 0.085 ( 0.058) 0.015 0.070 33 2.75 0.17 0.085 ( 0.057) 0.015 0.070 34 2.83 0.17 0.085 ( 0.057) 0.015 0.070 35 2.92 0.17 0.085 ( 0.057) 0.015 0.070 36 3.00 0.17 0.085 ( 0.057) 0.015 0.070 37 3.08 0.17 0.085 ( 0.057) 0.015 0.070 38 3.17 0.17 0.085 ( 0.056) 0.015 0.070 39 3.25 0.17 0.085 ( 0.056) 0.015 0.070 40 3.33 0.17 0.085 ( 0.056) 0.015 0.070 41 3.42. 0.17 0.085 ( 0.056) 0.015 0.070 42 3.50 0.17 0.085 ( 0.055) 0.015 0.070 43 3.58 0.17 0.085 ( 0.055) 0.015 0.070 44 3.67 0.17 0.085 ( 0.055) 0.015 0.070 45 3.75 0.17 0.085 ( 0.055) 0.015 0.070 46 3.83 0.20 0.102 ( 0.054) 0.018 0.084 47 3.92 0.20 0.102 ( 0.054) 0.018 0.084 48 4.00 0.20 0.102 ( 0.054) 0.018 0.084 49 4.08 0.20 0.102 ( 0.054) 0.018 0.084 50 4.17 0.20 0.102 ( 0.054) 0.018 0.084 51 4.25 0.20 0.102 ( 0.053) 0.018 0.084 52 4.33 0.23 0.119 ( 0.053) 0.021 0.098 53 4.42 0.23 0.119 ( 0.053) 0.021 0.098 54 4.50 0.23 0.119 ( 0.053) 0.021 0.098 55 4.58 0.23 0.119 ( 0.052) 0.021 0.098 56 4.67 0.23 0.119 ( 0.052) 0.021 0.098 57 4.75 0.23 0.119 ( 0.052) 0.021 0.098 58 4.83 0.27 0.136 ( 0.052) 0.024 0.112 59 4.92 0.27 0.136 ( 0.051) 0.024 0.112 60 5.00 0.27 0.136 ( 0.051) 0.024 0.112 61 5.08 0.20 0.102. ( 0.051) 0.018 0.084 62 5.17 0.20 0.102 ( 0.051) 0.018 0.084 63 5.25 0.20 0.102 ( 0.051) 0.018 0.084 64 5.33 0.23 0.119 ( 0.050) 0.021 0.098 65 5.42 0.23 0.119 ( 0.050) 0.021 0.098 66 5.50 0.23 0.119 ( 0.050) 0.021 0.098 67 5.58 0.27 0.136 ( 0.050) 0.024 0.112 68 5.67 0.27 0.136 ( 0.049) 0.024 0.112 69 5.75 0.27 0.136 ( 0.049) 0.024 0.112 70 5.83 0.27 0.136 ( 0.049) 0.024 0.112 71 5.92 0.27 0.136 ( 0.049) 0.024 0.112 72 6.00 0.27 0.136 ( 0.049) 0.024 0.112 73 6.08 0.30 0.153 ( 0.048) 0.028 0.125 74 6.17 0.30 0.153 ( 0.048) 0.028 0.125 75 6.25 0.30 0.153 ( 0.048) 0.028 0.125 76 6.33 0.30 0.153 ( 0.048) 0.028 0.125 77 6.42 0.30 0.153 ( 0.048) 0.028 0.125 78 6.50 0.30 0.153 ( 0.047) 0.028 0.125 79 6.58 0.33 0.170 ( 0.047) 0.031 0.139 80 6.67 0.33 0.170 ( 0.047) 0.031 0.139 81 6.75 0.33 0.170 ( 0.047) 0.031 0.139 82 6.83 0.33 0.170 ( 0.046) 0.031 0.139 83 6.92 0.33 0.170 ( 0.046) 0.031 0.139 84 7.00 0.33 0.170 ( 0.046) 0.031 0.139 85 7.08 0.33 0.170 ( 0.046) 0.031 0.139 86 7.17 0.33 0.170 ( 0.046) 0.031 0.139 87 7.25 0.33 0.170 ( 0.045) 0.031 0.139 88 7.33 0.37 0.187 ( 0.045) 0.034 0.153 89 7.42 0.37 0.187 ( 0.045) 0.034 0.153 90 7.50 0.37 0.187 ( 0.045) 0.034 0.153 91 7.58 0.40 0.204 ( 0.045) 0.037 0.167 92 7.67 0.40 0.204 ( 0.044) 0.037 0.167 93 7.75 0.40 0.204 ( 0.044) 0.037 0.167 94 7.83 0.43 0.221 ( 0.044) 0.040 0.181 95 7.92 0.43 0.221 ( 0.044) 0.040 0.181 96 8.00 0.43 0.221 ( 0.044) 0.040 0.181 97 8.08 0.50 0.255 0.043 ( 0.046) 0.212 98 8.17 0.50 0.255 0.043 ( 0.046) 0.212 99 8.25 0.50 0.255 0.043 ( 0.046) 0.212 100 8.33 0.50 0.255 0.043 ( 0.046) 0.212 101 8.42 0.50 0.255 0.043 ( 0.046) 0.212 102 8.50 0.50 0.255 0.042 ( 0.046) 0.213 103 8.58 0.53 0.272 0.042 ( 0.049) 0.230 104 8.67 0.53 0.272 0.042 ( 0.049) 0.230 105 8.75 0.53 0.272 0.042 ( 0.049) 0.230 106 8.83 0.57 0.289 0.042 ( 0.052) 0.247 107 8.92 0.57 0.289 0.041 ( 0.052) 0.248 108 9.00 0.57 0.289 0.041 ( 0.052) 0.248 109 9.08 0.63 0.323 0.041 ( 0.058) 0.282 110 9.17 0.63 0.323 0.041 ( 0.058) 0.282 111 9.25 0.63 0.323 0.041 ( 0.058) 0.282 112 9.33 0.67 0.340 0.040 ( 0.061) 0.300 113 9.42 0.67 0.340 0.040 ( 0.061) 0.300 114 9.50 0.67 0.340 0.040 ( 0.061) 0.300 115 9.58 0.70 0.357 0.040 ( 0.064) 0.317 116 9.67 0.70 0.357 0.040 ( 0.064) 0.317 117 9.75 0.70 0.357 0.039 ( 0.0641 0.318 118 9.83 0.73 0.374 0.039 ( 0.067) 0.335 119 9.92 0.73 0.374 0.039 ( 0.067) 0.335 120 10.00 0.73 0.374 0.039 ( 0.067) 0.335 121 10.08 0.50 0.255 0.039 ( 0.046) 0.216 122 10.17 0.50 0.255 0.039 ( 0.046) 0.216 123 10.25 0.50 0.255 0.038 ( 0.046) 0.217 124 10.33 0.50 0.255 0.038 ( 0.046) 0.217 125 10.42 0.50 0.255 0.038 ( 0.046) 0.217 126 10.50 0.50 0.255 0.038 ( 0.046) 0.217 127 10.58 0.67 0.340 0.038 ( 0.061) 0.302 128 10.67 0.67 0.340 0.037 ( 0.061) 0.303 129 10.75 0.67 0.340 0.037 ( 0.061) 0.303 130 10.83 0.67 0.340 0.037 ( 0.061) 0.303 131 10.92 0.67 0.340 0.037 ( 0.061) 0.303 132 11.00 0.67 0.340 0.037 ( 0.061) 0.303 133 11.08 0.63 0.323 0.036 ( 0.058) 0.287 134 11.17 0.63 0.323 0.036 ( 0.058) 0.287 135 11.25 0.63 0.323 0.036 ( 0.058) 0.287 136 11.33 0.63 0.323 0.036 ( 0.058) 0.287 137 11.42 0.63 0.323 0.036 ( 0.058) 0.287 138 11.50 0.63 0.323 0.036 ( 0.058) 0.287 139 11.58 0.57 0.289 0.035 ( 0:052) 0.254 140 11.67 0.57 0.289 0.035 ( 0.052) 0.254 141 11.75 0.57 0.289 0.035 ( 0.052) 0.254 142 11.83 0.60 0. 306 0.035 ( 0.055) 0.271 143 11.92 0.60 0.306 0.035 ( 0.055) 0.271 144 12.00 0.60 0. 306 0.035 ( 0.055) 0.271 145 12.08 0.83 0.425 0.034 ( 0.076) 0.391 146 12.17 0.83 0.425 0.034 ( 0.076) 0.391 147 12.25 0.83 0.425 0.034 ( 0.076) 0.391 148 12.33 0.87 0.442 0.034 ( 0.080) 0.408 149 12.42 0.87 0.442 0.034 ( 0.080) 0.408 150 12.50 0.87 0.442 0.034 ( 0.080) 0.408 151 12.58 0.93 0.476 0.033 ( 0.086) 0.443 152 12.67 0.93 0.476 0.033 ( 0.086) 0.443 153 12.75 0.93 0.476 0.033 ( 0.086) 0.443 154 12.83 0.97 0.493 0.033 ( 0.089) 0.460 155 12.92 0.97 0.493 0.033 ( 0.089) 0.460 156 13.00 0.97 0.493 0.033 ( 0.089) 0.460 157 13.08 1.13 0.578 0.032 ( 0.104) 1 0.546 158 13.17 1.13 0.578 0.032 ( 0.104) 0.546 159 13.25 1.13 0.578 0.032 ( 0.104) 0.546 160 13.33 1.13 0.578 0.032 ( 0.104) 0.546 161 13.42 1.13 0.578 0.032 ( 0.104) 0.546 162 13.50 1.13 0.578 0. 032 ( 0.104) 0.546 163 13.58 0.77 0.391 0.031 ( 0.070) 0.360 164 13.67 0.77 0.391 0.031 ( 0.070) 0.360 165 13.75 0.77 0.391 0.031 ( 0.070) 0.360 166 13.83 0.77 0.391 0.031 ( 0.070) 0.360 167 13.92 0.77 0.391 0.031 ( 0.070) 0.360 168 14.00 0.77 0.391 0.031 ( 0.070) 0.360 169, 14.08 0.90 0.459 0.030 ( 0.083) 0.429 170 14.17 0.90 0.459 0.030 ( 0.083) 0.429 171 14.25 0.90 0.459 0.030 ( 0.083) 0.429 172 14.33 0.87 0.442 0.030 ( 0.080) 0.412 173 14.42 0.87 0..442 0.030 ( 0.080) 0.412 174 14.50 0.87 0.442 0.030 ( 0.080) 0.412 175 14.58 0.87 0.442 0.030 ( 0.080) 0.412 176 14.67 0.87 0.442 0.029 ( 0.080) 0.413 177 14.75 0.87 0.442 0.029 ( 0.080) 0.413 178 14.83 0.83 0.425 0.029 ( 0.076) 0.396 179 14.92 0.83 0.425 0.029 ( 0.076) 0.396 180 15.00 0.83 0.425 0.029 ( 0.076) 0.396 181 15.08 0.80 0.408 0.029 ( 0.073) 0.379 182 15.17 0.80 0.408 0.028 ( 0.073) 0.380 183 15.25 0.80 0.408 0.028 ( 0.073) 0.380 184 15.33 0.77 0.391 0.028 ( 0.070) 0.363 185 15.42 0.77 0.391 0.028 ( 0.070) 0.363 186 15.50 0.77 0.391 0.028 ( 0.070) 0.363 187 15.58 0.63 0.323 0.028 ( 0.058) 0.295 188 15.67 0.63 0.323 0.028 ( 0.058) 0.295 189 15.75 0.63 0.323 0.027 ( 0.058) 0.296 190 15.83 0.63 0.323 0.027 ( 0.058) 0.296 191 15.92 0.63 0.323 0.027 ( 0.058) 0.296 192 16.00 0.63 0.323 0.027 ( 0.058) 0.296 193 16.08 0.13 0.068 ( 0.027) 0.012 0.056 194 16.17 0.13 0.068 ( 0.027) 0.012 0.056 195 16.25 0.13 0.068 ( 0.027) 0.012 0.056 196 16.33 0.13 0.068 ( 0.026) 0.012 0.056 197 16.42 0.13 0.068 ( 0.026) 0.012 0.056 198 16.50 0.13 0.068 ( 0.026) 0.012 0.056 199 16.58 0.10 0.051 ( 0.026) 0.009 0.042 200 16.67 0.10 0.051 ( 0.026) 0.009 0.042 201 16.75 0.10 0.051 ( 0.026) 0.009 0.042 202 16.83 0.10 0.051 ( 0.026) 0.009 0.042 203 16.92 0.10 0.051 ( 0.026) 0.009 0.042 204 17.00 0.10 0.051 ( 0.025) 0.009 0.042 205 17.08 0.17 0.085 ( 0.025) 0.015 0.070 206 17.17 0.17 0.085 ( 0.025) 0.015 0.070 207 17.25 0.17 0.085 ( 0.025) 0.015 0.070 208 17.33 0.17 0.085 ( 0.025) 0.015 0.070 209 17.42 0.17 0.085 ( 0.025) 0.015 0.070 210 17.50 0.17 0.085 ( 0.025) 0.015 0.070 211 17.58 0.17 0.085 { 0.025) 0.015 0.070 212 17.67 0.17 0.085 ( 0.024) 0.015 0.070 213 17.75 0.17 0.085 ( 0.024) 0.015 0.070 214 17.83 0.13 0.068 ( 0.024) 0.012 0.056 215 17.92 0.13 0.068 ( 0.024) 0.012 0.056 216 18.00 0.13 0.068 ( 0.024) 0.012 0.056 217 18.08 0.13 0.068 ( 0.024) 0.012 0.056 218 18.17 0.13 0.068 ( 0.024) 0.012 0.056 219 18.25 0.13 0.068 ( 0.024) 0.012 0.056 220 18.33 0.13 0.068 ( 0.023) 0.012 0.056 221 18.42 0.13 0.068 ( 0.023) 0.012 0.056 222 18.50 0.13 0.068 ( 0.023) 0.012 0.056 223 18.58 0.10 0.051 ( 0.023) 0.009 0.042 224 18.67 0.10 0.051 ( 0.023) 0.009 0.042 225 18.75 0.10 0.051 ( 0.023) 0.009 0.042 226 18.83 0.07 0.034 ( 0.023) 0.006 0.028 227 18.92 0.07 0.034 ( 0.023) 0.006 0.028 228 19.00 0.07 0.034 ( 0.023) 0.006 0.028 229 19.08 0.10 0.051 ( 0.022) 0.009 0.042 230 19.17 0.10 0.051 ( 0.022) 0.009 0.042 231 19.25 0.10 0.051 ( 0.022) 0.009 0.04'2 232 19.33 0.13 0.068 ( 0.022) 0.012 0.056 233 19.42 0.13 0.068 ( 0.022) 0.012 0.056 234 19.50 0.13 0.068 ( 0.022) 0.012 0.056 235 19.58 0.10 0.051 ( 0.022) 0.009 0.042 236 19.67 0.10 0.051 ( 0.022) 0.009 0.042 237 19.75 0.10 0.051 ( 0.022) 0.009 0.042 238 19.83 0.07 0.034 ( 0.022) 0.006 0.028 239 19.92 0.07 0.034 ( 0.021) 0.006 0.028 240 20.00 0.07 0.034 ( 0.021) 0.006 0.028 241 20.08 0.10 0.051 ( 0.021) 0.009 0.042 242 20.17 0.10 0.051 ( 0.021) 0.009 0.042 243 20.25 0.10 0.051 ( 0.021) 0.009 0.042 244 20.33 0.10 0.051 ( 0.021) 0.009 0.042 245 20.42 0.10 0.051 ( 0.021) 0.009 0.042 246 20.50 0.10 0.051 ( 0.021) 0.009 0.042 247 20.58 0.10 0.051 ( 0.021) 0.009 0.042 248 20.67 0.10 0.051 ( 0.021) 0.009 0.042 249 20.75 0.10 0.051 ( 0.021) 0.009 0.042 250 20.83 0.07 0.034 ( 0.020) 0.006 0.028 251 20.92 0.07 0.034 ( 0.020) 0.006 0.028 252 21.00 0.07 0.034 ( 0.020) 0.006 0.028 253 21.08 0.10 0.051 ( 0.020) 0.009 0.042 254 21.17 0.10 0.051 ( 0.020) 0.009 0.042 255 21.25 0.10 0.051 ( 0.020) 0.009 0.042 256 21.33 0.07 0. 034 ( 0.020) 0.006 0.028 257 21.42 0.07 0.034 ( 0.020) 0.006 0.028 258 21.50 0.07 0.034 ( 0.020) 0.006 0.028 259 21.58 0.10 0.051 ( 0.020) 0.009 0.042 260 21.67 0.10 0.051 ( 0.020) 0.009 0.042 261 21.75 0.10 0.051 ( 0.020) 0.009 0.042 262 21.83 .0.07 0.034 ( 0.020) 0.006 0.028 263 21.92 0.07 0.034 ( 0.020) 0.006 0.028 264 22.00 0.07 0.034 ( 0.019) 0.006 0.028 265 22.08 0.10 0.051 i 0.019) 0.009 0.042 266 22.17 0.10 0.051 ( 0.019) 0.009 0.042 267 22.25 0.10 0.051 ( 0.019) 0.009 0.042 268 22.33 0.07 0.034 ( 0.019) 0.006 0.028 269 22.42 0.07 0.034 ( 0.019) 0.006 0.028 270 22.50 0.07 0.034 ( 0.019) 0.006 0.028 271 22.58 0.07 0.034 ( 0.019) 0.006 0.028 272 22.67 0.07 0.034 ( 0.019) 0.006 0.028 273 22.75 0.07 0.034 ( 0.019) 0.006 0.028 274 22.83 0.07 0.034 ( 0.019) 0.006 0.028 275 22.92 0.07 0.034 ( 0.019) 0.006 0.028 276 23.00 0.07 0.039 ( 0.019) 0.006 0.028 277 23.08 0.07 0.034 ( 0.019) 0.006 0.028 278 23.17 0.07 0.034 ( 0.019) 0.006 0.028 279 23.25 0.07 0.034 ( 0.019) 0.006 0.028 280 23.33 0.07 0.034 ( 0.019) 0.006 0.028 281 23.42 0.07 0.034 ( 0.019) 0.006 0.028 282 23.50 0.07 0.034 ( 0.019) 0.006 0.028 283 23.58 0.07 0.034 ( 0.019) 0.006 0.028 284 23.67 0.07 0.034 ( 0.018) 0.006 0.028 285 23.75 0.07 0.034 ( 0.018) 0.006 0.028 286 23_.83 0.07 0.034 ( 0.018) 0.006 0.028 287 23.92 0.07 0.034 ( 0.018) 0.006 0.028 288 24.00 0.07 0.034 ( 0.018) 0.006 0.028 (Loss Rate Not Used) Sum = 100.0 Sum = 44.9 Flood volume = Effective rainfall 3.74(In) times area 1.2(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.51(In) Total soil loss = 0.051(Ac.Ft) Total rainfall = 4.25(In) Flood volume = 16300.0 Cubic Feet Total soil loss = 2213.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.661(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q I I I 0 +10 0.0004 0.03 0 I ! ! ! 0 +15 0.0006 0.03 Q I I 0 +20 0.0010 0.05 Q 0 +25 0.0013 0.05 Q 0 +30 0.0017 0.05 Q 0 +35 0.0020 0.05 Q 0 +40 0.0024 0.05 Q 0 +45 0.0027 0.05 Q 0 +50 0.0031 0.06 Q 0 +55 0.0036 0.07 Q 1+ 0 0.0041 0.07 Q 1+ 5 0.0044 0.05 Q 1 +10 0.0048 0.05 Q 1 +15 0.0051 0.05 Q 1 +20 0.0055 0.05 Q 1 +25 0.0058 0.05 Q 1 +30 0.0062 0.05 Q 1 +35 0.0065 0.05 Q 1 +40 0.0069 0.05 Q 1 +45 0.0072 0.05 Q 1 +50 0.0077 0.06 Q 1 +55 0.0081 0.07 Q 2+ 0 0.0086 0.07 Q 2+ 5 0.0091 0.07 Q 2 +10 0.0095 0.07 QV 2 +15 0.0100 0.07 QV 2 +20 0.0105 0.07 QV 2 +25 0.0109 0.07 QV 2 +30 0.0114 0.07 QV 2 +35 0.0119 0.08 QV 2 +40 0.0125 0.08 QV 2 +45 0.0131 0.08 QV 2 +50 0.0137 0.08 QV 2 +55 0.0143 0.08 QV 3+ 0 0.0148 0.08 QV 3+ 5 0.0154 0.08 QV 3 +10 0.0160 0.08 QV 3 +15 0.0166 0.08 QV 3 +20 0.0172 0.08 QV 3 +25 0.0177 0.08 QV 3 +30 0.0183 0.08 QV 3 +35 0.0189 0.08 Q V 3 +40 0.0195 0.08 Q V 3 +45 0.0201 0.08 Q V 3 +50 0.0207 0.10 Q V 3 +55 0.0214 0.10 Q V 4+ 0 0.0221 0.10 Q V 4+ 5 0.0228 0.10 Q V 4 +10 0.0235 0.10 Q V 4 +15 0.0242 0.10 Q V 4 +20 0.0250 0.11 Q V 4 +25 0.0258 0.12 Q V 4 +30 0.0266 0.12 Q V 4 +35 0.0274 0.12 Q V 4 +40 0.0283 0.12 Q V 4 +45 0.0291 0.12 Q V 4 +50 0.0300 0.13 Q V 4 +55 0.0309 0.13 0 V 5+ 0 0.0318 0.13 Q V 5+ 5 0.0326 0.11 Q V 1 5 +10 0.0333 0.10 Q V 1 5 +15 0.0340 0.10 Q V 1 5 +20 0.0348 0.11 Q V 1 5 +25 0.0356 0.12 Q V 1 5 +30 0.0364 0.12 Q V 1 5 +35 0.0373 0.13 Q V 1 5 +40 0.0382 0.13 Q V 1 5 +45 0.0391 0.13 Q V 1 5 +50 0.0401 0.13 Q V 1 5 +55 0.0410 0.13 Q V 1 6+ 0 0.0419 0.13 Q V 1 6+ 5 0.0429 0.15 Q V I 6 +10 0.0440 0.15 Q V 1 6 +15 0.0450 0.15 Q V I 6 +20 0.0461 0.15 Q V I 6 +25 0.0471 0.15 Q V 1 6 +30 0.0482 0.15 Q V 1 6 +35 0.0493 0.16 Q V 1 6 +40 0.0505 0.17 Q V 1 6 +45 0.0516 0.17 Q V 1 6 +50 0.0528 0.17 Q V 1 6 +55 0.0540 0.17 Q V 1 7+ 0 0.0551 0.17 Q V 1 7+ 5 0.0563 0.17 Q V I 7 +10 0.0574 0.17 Q V 1 7 +15 0.0586 0.17 Q V I 7 +20 0.0598 0.18 Q V I 7 +25 0.0611 0.19 Q V. I 7 +30 0.0624 0.19 Q V I 7 +35 0.0638 0.20 Q V 1 7 +40 0.0652 0.20 Q V I 7 +45 0.0666 0.20 Q V 1 7 +50 0.0680 0.21 Q V 1 7 +55 0.0695 0.22 Q V I 8+ 0 0.0711 0.22 Q V 1 8+ 5 0.0728 0.25 Q V I 8 +10 0.0745 0.26 IQ V 1 8 +15 0.0763 0.26 IQ V I 8 +20 0.0781 0.26 IQ V 1 8 +25 0.0798 0.26 IQ V 1 8 +30 0.0816 0.26 IQ V 1 8 +35 0.0835 0.27 IQ V 1 8 +40 0.0854 0.28 IQ VI 8 +45 0.0873 0.28 IQ VI 8 +50 0.0893 0.29 IQ VI 8 +55 0.0914 0.30 IQ VI 9+ 0 0.0935 0.30 IQ VI 9+ 5 0.0957 0.33 1Q V 9 +10 0.0981 0.34 IQ V 9 +15 0.1004 0.34 IQ V 9 +20 0.1029 0.36 IQ IV 9 +25 0.1054 0.36 IQ IV 9 +30 0.1079 0.36 IQ IV 9 +35 0.1105 0.38 IQ IV 9 +40 0.1132 0.38 10 1 V 9 +45 0.1158 0.38 IQ I V 9 +50 0. 1186 0.40 IQ I V 1 1 9 +55 0.1213 0.41 IQ V I I 10+ 0 0.1241 0.41 IQ I V I I 10+ 5 0.1262 0.30 IQ V I I 10 +10 0.1280 0.26 IQ I V I I 10 +15 0.1298 0.26 IQ I V 1 1 10 +20 0.1316 0.26 IQ I V I I 10 +25 0.1334 0.26 IQ I V I I 10 +30 0.1352 0.26 IQ I V I I 10 +35 0.1376 0.34 IQ I V I 10 +40 0.1401 0.37 IQ I V I I 10 +45 0.1426 0.37 IQ I V I I 10 +50 0.1451 0.37 IQ I V I i 10 +55 0.1477 0.37 IQ I V I I 11+ 0 0.1502 0.37 IQ I V I I 11+ 5 0.1526 0.35 IQ I V I I 11 +10 0.1550 0.35 IQ I V I I 11 +15 0.1574 0.35 IQ I V I I 11 +20 0.1598 0.35 IQ I V I I 11 +25 0.1622 0.35 IQ I V I I 11 +30 0.1646 0.35 IQ I V I I 11 +35 0.1667 0.32 IQ I V I I 11 +40 0.1689 0.31 IQ I V I I 11 +45 0.1710 0.31 IQ I V I I 11 +50 0.1732 0.32 IQ I V I I 11 +55 0.1755 0.33 IQ I V I I 12+ 0 0.1777 0.33 IQ I V I I 12+ 5 0.1807 0.44 IQ I VI I 12 +10. 0.1840 0.47 IQ I VI I 12 +15 0.1872 0.47 IQ I V I 12 +20 0.1906 0.49 IQ I V I 12 +25 0.1940 0.49 IQ I V I 12 +30 0.1974 0.49 IQ I IV I 12 +35 0.2010 0.53 1 Q I IV I 12 +40 0.2047 0.54 1 Q I IV I 12 +45 0.2084 0.54 1 Q I I V I 12 +50 0.2122 0.55 1 Q I I V I 12 +55 0.2160 0.56 1 Q I I V I 13+ 0 0.2199 0.56 1 Q I I V I 13+ 5 0.2242 0.63 1 Q I I V I 13 +10 0.2288 0.66 1 Q I I V I 13 +15 0.2333 0.66 1 Q I I V I 13 +20 0.2379 0.66 1 Q I I V I 13 +25 0.2424 0.66 1 Q I I V 1 13 +30 0.2470 0.66 1 Q I I V 1 13 +35 0.2504 0.49 IQ I I V 1 13 +40 0.2534 0.44 IQ I I V 1 13 +45 0.2564 0.44 IQ I I V 1 13 +50 0.2594 0.44 IQ I I V 1 13 +55 0.2624 0.44 IQ I I V 1 14+ 0 0.2654 0.44 IQ I I V 1 14+ 5 0.2688 0.50 IQ I I V 1 14 +10 0.2724 0.52 1 Q I I VI 14 +15 0.2760 0.52 1 Q I I VI 14 +20 0.2794 0.50 1 Q I I VI 14 +25 0.2829 0.50 IQ I I V 14 +30 0.2863 0.50 IQ I I V 14 +35 0.2897 0.50 IQ 14 +40 0.2932 0.50 IQ 14 +45 0.2966 0.50 IQ 14 +50 0.3000 0.48 IQ 14 +55 0.3033 0.48 IQ 15+ 0 0.3066 0.48 IQ 15+ 5 0.3098 0.46 IQ 15 +10 0.3129 0.46 IQ 15 +15 0.3161 0.46 IQ 15 +20 0.3191 0.44 IQ 15 +25 0.3222 0.44 IQ 15 +30 0.3252 0.44 IQ 15 +35 0.3278 0.38 IQ 15 +40 0.3303 0.36 IQ 15 +45 0.3327 0.36 IQ 15 +50 0.3352 0.36 IQ 15 +55 0.3376 0.36 IQ 16+ 0 0.3401 0.36 IQ 16+ 5 0.3411 0.14 Q 16 +10 0.3416 0.07 Q 16 +15 0.3420 0.07 Q 16 +20 0.3425 0.07 Q 16 +25 0.3429 0.07 Q 16 +30 0.3434 0.07 Q 16 +35 0.3438 0.05 Q 16 +40 0.3441 0.05 Q 16 +45 0.3445 0.05 Q 16 +50 0.3448 0.05 Q 16 +55 0.3452 0.05 Q 17+ 0 0.3455 0.05 Q 17+ 5 0.3461 0.08 Q 17 +10 0.3466 0.08 Q 17 +15 0.3472 0.08 Q 17 +20 0.3478 0.08 Q 17 +25 0.3484 0.08 Q 17 +30 0.3490 0.08 Q 17 +35 0.3495 0.08 Q 17 +40 0.3501 0.08 Q 17 +45 0.3507 0.08 Q 17 +50 0.3512 0.07 Q 17 +55 0.3517 0.07 Q 18+ 0 0.3521 0.07 Q 18+ 5 0.3526 0.07 Q 18 +10 0.3531 0.07 Q 18 +15 0.3535 0.07 Q 18 +20 0.3540 0.07 Q 18 +25 0.3544 0.07 Q 18 +30 0.3549 0.07 Q 18 +35 0.3553 0.05 Q 18 +40 0.3556 0.05 Q 18 +45 0.3560 0.05 Q 18 +50 0.3562 0.04 Q 18 +55 0.3565 0.03 Q 19+ 0 0.3567 0.03 Q 19+ 5 0.3570 0.05 Q 19 +10 0.3574 0.05 Q 19 +15 0.3577 0.05 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 19 +20 0.3582 0. 06 Q I I I v i 19 +25 0.3586 0.07 Q I I I v! 19 +30 0.3591 0.07 Q I I I v! 19 +35 0.3595 0.05 Q I I I v I 19 +40 0.3598 0.05 Q I I I v l 19 +45 0.3602 0.05 Q I I I v l 19 +50 0.3604 0.04 Q ( I I v l 19 +55 0.3607 0.03 Q I I v l 20+ 0 0.3609 0.03 Q ! I I v l 20+ 5 0.3612 0.05 Q I I v! 20 +10 0.3616 0.05 Q ! ! ! v i 20 +15 0.3619 0.05 Q I I v 1 20 +20 0.3623 0.05 Q I f I v 1 20 +25 0.3626 0.05 Q I I I v l 20 +30 0.3630 0.05 Q v l 20 +35 0.3633 0.05 Q I I I v l 20 +40 0.3637 0.05 Q I I I v l 20 +45 0.3640 0.05 Q I I v l 20 +50 0.3643 0.04 Q ! I I v l 20 +55 0.3645 0.03 Q I I l v l 21+ 0 0.3647 0.03 Q I I I v l 21+ 5 0.3650 0.05 Q I I I vi 21 +10 0.3654 0.05 Q I I I VI 21 +15 0.3657 0.05 Q I I I VI 21 +20 0.3660 0.04 Q I I I VI 21 +25 0.3662 0.03 Q I I 1 vj; 21 +30 0.3665 0.03 Q I I I Vj 21 +35 0.3668 0.05 Q I I I VI 21 +40 0.3671 0.05 Q I I I VI 21 +45 0.3675 0.05 Q I I I VI 21 +50 0.3677 0.04 Q I I I VI 21 +55 0.3680 0.03 Q I I I VI 22+ 0 0.3682 0.03 Q ! I I VI 22+ 5 0.3685 0.05 Q I I VI 22 +10 0.3689 0.05 Q I I v1 22 +15 0.3692 0.05 Q I I I VI 22 +20 0.3695 0.04 Q I I I VI 22 +25 0.3697 0.03 Q I I I VI 22 +30 0.3700 0.03 Q I I I vi 22 +35 0.3702 0.03 Q I I I VI 22 +40 0.3704 0.03 Q I I I vi 22 +45 0.3707 0.03 Q I I I VI 22 +50 0.3709 0.03 Q I { I VI 22 +55 0.3711 0.03 Q I I I vi 23+ 0 0.3713 0.03 Q I I I v( 23+ 5 0.3716 0.03 Q I I I VI 23 +10 0.3718 0.03 Q 1 I I VI 23 +15 0.3720 0.03 Q I I I VI 23 +20 0.3723 0.03 Q I I I VI 23 +25 0.3725 0.03 Q I I I VI 23 +30 0.3727 0.03 Q I I I VI 23 +35 0.3730 0.03 Q I I VI 23 +40 0.3732 0.03 Q I I I VI 23 +45 0.3734 0.03 Q I I I VI 23 +50 0.3737 0.03 Q I I VI 23 +55 0.3739 0.03 0 I v! 24+ 0 0.3741 0.03 Q I VI 24+ 5 0.3742 0.01 Q I I I VI CHECK 100 YEAR 24 HOUR STORM FOR SUBAREA P3 -2 & P3 -4 - 0.95 ACRES RETENTION BASIN NO. 9 CFS TOTAL OF FLOW RATES ABOVE 0.20 CFS: 29.66 NUMBER OF 5 MINUTE PERIODS: 90 AVERAGE FLOW RATE: 0.329 CFS LESS 0.2 CFS INFILTRATION 0.129 CFS AVERAGE FLOW RATE DURATIONNOLUME : 90 FIVE MINUTE PERIODS: = 7.50 HOURS = 3499 C.F. OF STORAGE VOLUME NEEDED. REDESIGNED BASIN 9 SYSTEM VOLUME: 3514 WITH I FT OF FREEBOARD V f, Q. i 5+ 5 5 +10 5 +15 5 +20 5 +25 5 +30 5 +35 5 +40 5 +45 5 +50 5 +55 6+ 0 6+ 5 6 +10 6 +15 6 +20 6 +25 6 +30 6 +35 6 +40 6 +45 6 +50 6 +55 7+ 0 7+ 5 7 +10 7 +15 7 +20 7 +25 7 +30 7 +35 7 +40 7 +45 7 +50 7 +55 8+ 0 8+ 5 8 +10 8 +15 8 +20 8 +25 8 +30 0.0258 0.0263 0.0269 0.0275 0.0281 0.0288 0.0295 0.0302 0.0310 0.0317 0.0324 0.0332 0.0340 0.0348 0.0356 0.0365 0.0373 0.0381 0.0390 0.0399 0.0409 0.0418 0.0427 0.0436 0.0445 0.0455 0.0464 0.0474 0.0484 0.0494 0.0505 0.0516 0.0527 0.0538 0.0550 0.0562 0.0576 0.0590 0.0604 0.0618 0.0632 0.0646 8 +35 0.0661 8 +40 0.0676 8 +45 0.0691 8 +50 0.0707 8 +55 0.0723 9+ 0 0.0740 9+ 5 0.0758 9 +10 0.0776 9 +15 0.0795 9 +20 0.0814 9 +25 0.0834 9 +30 0.0854 9 +35 0.0874 9 +40 0.0895 9 +45 0.0916 0.09 0.08 0.08 0.09 0.09 0.09 0.10 0.11 0.11 0.11 0.11 0.11 0.12 0.12 0.12 0.12 0.12 0.12 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.14 0.15 0.15 0.16 0.16 0.16 0.17 0.17 0.17 0.19 0.20 0.20 0.20 0.20 0.20 0.22 0.22 0.22 0.23 0.24 0.24 0.26 0.27 0.27 0.28 0.29 0.29 0.30 0.30 0.30 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q_ Q IQ IQ IQ IQ IQ IQ IQ IQ IQ v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v I I I l I f I I I I I I I I I I v v v v I v vl vl vl vl VI v v V v Iv Iv Iv I v I v 9 +50 0.0938 0.32 IQ 9 +55 0.0960 0.32 1Q 10+ 0 0.0982 0.32 IQ 10+ 5 0.0999 0.24 Q 10 +10 0.1013 0.21 Q 10 +15 0.1027 0.21 Q 10 +20 0.1042 0.21 Q 10 +25 0.1056 0.21 Q 10 +30 0.1070 0.21 Q 10 +35 0.1089 0.27 IQ 10 +40 0.1109 0.29 IQ 10 +45 0.1129 0.29 IQ 10 +50 0.1148 0.29 IQ 10 +55 0.1168 0.29 IQ 11+ 0 0.1188 0.29 IQ 11+ 5 0.1208 0.28 IQ 11 +10 0.1227 0.27 IQ 11 +15 0.1246 0.27 IQ 11 +20 0.1264 0.27 IQ 11 +25 0.1283 0.28 IQ 11 +30 0.1302 0.28 IQ' 11 +35 0.1320 0.25 IQ 11 +40 0.1336 0.24 Q 11 +45 0.1353 0.24 Q 11 +50 0.1371 0.26 IQ 11 +55 0.1389 0.26 IQ 12+ 0 0.1407 0.26 IQ 12+ 5 0.1430 0.34 IQ 12 +10 0.1456 0.37 IQ 12 +15 0.1482 0.37 IQ 12 +20 0.1508 0.39 IQ 12 +25 0.1535 0.39 IQ 12 +30 0.1562 0.39 IQ 12 +35 0.1591 0.41 IQ 12 +40 0.1620 0.42 IQ 12 +45 0.1649 0.42 IQ 12 +50 0.1679 0.44 IQ 12 +55 0.1710 0.44 IQ 13+ 0 0.1740 0.44 IQ 13+ 5 0.1774 0.50 1 Q 13 +10 0.1810 0.52 1 Q 13 +15 0.1846 0.52 1 Q 13 +20 0.1882 0.52 1 Q 13 +25 0.1919 0.52 1 Q 13 +30 0.1955 0.52 1 Q 13 +35 0.1982 0.39 IQ 13 +40 0.2005 0.34 IQ 13 +45 0.2029 0.34 IQ 13 +50 0.2053 0.34 IQ 13 +55 0.2077 0.35 IQ 14+ 0 0.2100 0..35 IQ 14+ 5 0.2128 0.39 IQ 14 +10 0.2156 0.41 IQ 14 +15 0.2184 0.41 IQ 14 +20 0.2212 0.40 IQ 14 +25 0.2239 0.39 IQ 14 +30 0.2266 0.39 IQ v v v v v v v v v v v v v v v I v I v I v I v I v I v I v I v I v I v I v I v I vl vI v v v r v v v v I v I v I v I v I v f v I v I v I v I v I v I VI v v v v I h� 14 +35 �. 14 +40 14 +45 14 +50 14 +55 15+ 0 15+ 5 15 +10 15 +15 15 +20 15 +25 15 +30 15 +35 15 +40 15 +45 15 +50 15 +55 16+ 0 0.2293 0.2320 0.2348 0.2374 0.2400 0.2426 0.2452 0.2477 0.2502 0.2526 0.2550 0.2574 0.2595 0.2614 0.2634 0.2653 0.2673 0.2692 0.40 0.40 0.40 0.38 0.38 0.38 0.37 0.36 0.36 0.35 0.35 0.35 0.30 0.28 0.28 0.28 0.28 0.28 IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ --- 16+ 5 0.2700 0.12 Q 16 +10 0.2704 0.05 Q 16 +15 0.2708 0.05 Q 16 +20 0.2711 0.05 Q 16 +25 0.2715 0.05 Q 16 +30 0.2719 0.05 Q 16 +35 0.2722 0.04 Q 16 +40 0.2724 0.04 Q 16 +45 0.2727 0.04 Q 16 +50 0.2730 0.04 Q 16 +55 0.2733 0.04 Q 17+ 0 0.2735 0.04 Q 17+ 5 0.2739 0.06 Q 17 +10 0.2744 0.07 Q 17 +15 0.2749 0.07 Q 17 +20 0.2753 0.07 Q 17 +25 0.2758 0.07 Q 17 +30 0.2762 0.07 Q 17 +35 0.2767 0.07 Q 17 +40 0.2772 0.07 Q 17 +45 0.2776 0.07 Q 17 +50 0.2780 0.06 Q 17 +55 0.2784 0.05 Q 18+ 0 0.2788 0.05 Q 18+ 5 0.2791 0.05 Q 18 +10 0.2795 0.05 Q 18 +15 0.2799 0.05 Q 18 +20 0.2802 0.05 Q 18 +25 0.2806 0.05 Q 18 +30 0.2810 0.05 Q 18 +35 0.2813 0.04 Q 18 +40 0.2815 0.04 Q 18 +45 0.2818 0.04 Q 18 +50 0.2820 0.03 Q 18 +55 0.2822 0.03 Q 19+ 0 0.2824 0.03 Q 19+ 5 0.2826 0.04 Q 19 +10 0.2829 0.04 Q 19 +15 0.2832 0.04 Q v I Iv I Iv I I v I I v I I v I v I I v I I v I I v I I v I I v I I v v v I I I I I I I I v v v v v v v v v v v v v v v v v v v v v v v v v v v v 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, 1989 - 2008, Version 8.1 Study date 11/01/10 File: P34224100.out ++++++++++++++++++....+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ KEN GRAFF CHEVROLET /CADILLAC OF LA QUINTA SUBAREA P3 -2 & P3 -4 100 YEAR STORM EVENT - 24 HOUR DURATION (DEVELOPED CONDITION) ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Sanborn A /E, Inc. 71780 San Jacinto Drive, Rancho Mirage, Ca. 92270 Program License Serial Number 6220 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Drainage Area = 0.95(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Area Adjustment = 0.95(Ac.) = 0.001 Sq. Mi. Length along longest watercourse = 300.00(Ft.) Length along longest watercourse measured to centroid = 150.00(Ft.) Length along longest watercourse = 0.057 Mi. Length along longest watercourse measured to centroid = 0.028 Mi. Difference in elevation = 2.00(Ft.) Slope along watercourse = 35.2000 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.016 Hr. Lag time = 0.95 Min. 25% of lag time = 0.24 Min. 40% of lag time = 0.38 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.95 1.40 1.33 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.95 4.25 4.04 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.250(In) Point rain (area averaged) = 4.250(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.250(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.950 69.00 0.900 Total Area Entered = 0.95(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec.%) 69.0 84.4 0.194 0.900 Adj. Infil. Rate Area% F (In /Hr) (Dec.) (In /Hr) 0.037 1.000 0.037 Sum (F) = 0.037 Area averaged mean soil loss (F) (In /Hr) = 0.037 Minimum soil loss rate ((In /Hr)) = 0.018 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h Storm Rain Loss rate(In. /Hr) DESERT S -Curve (Hr.) -------------------------------------------------------------------- Unit Hydrograph Data Max I Low --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- ( 0.065) Graph % (CFS) 1 0.083 524.011 72.274 0.692 2 0.167 1048.022 27.726 0.265 ----------------------------------------------------------------- Sum = 100.000 Sum= 0.957 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.034 ( 0.065) 0.006 0.028 2 0.17 0.07 0.034 ( 0.065) 0.006 0.028 3 0.25 0.07 0.034 ( 0.065) 0.006 0.028 4 0.33 0.10 0.051 ( 0.065) 0.009 0.042 5 0.42 0.10 0.051 ( 0.064) 0.009 0.042 6 0.50 0.10 0.051 ( 0.064) 0.009 0.042 7 0.58 0.10 0.051 ( 0.064) 0.009 0.042 8 0.67 0.10 0.051 ( 0.064) 0.009 0.042 9 0.75 0.10 0.051 ( 0.063) 0.009 0.042 10 0.83 0.13 0.068 ( 0.063) 0.012 0.056 11 0.92 0.13 0.068 ( 0.063) 0.012 0.056 12 1.00 0.13 0.068 ( 0.063) 0.012 0.056 13 1.08 0.10 0.051 ( 0.062) 0.009 0.042 14 1.17 0.10 0.051 ( 0.062) 0.009 0.042 15 1.25 0.10 0.051 ( 0.062) 0.009 0.042 16 1.33 0.10 0.051 ( 0.062) 0.009 0.042 17 1.42 0.10 0.051 ( 0.061) 0.009 0.042 18 1.50 0.10 0.051 ( 0.061) 0.009 0.042 19 1.58 0.10 0.051 ( 0.061) 0.009 0.042 20 1.67 0.10 0.051 ( 0.061) 0.009 0.042 21 1.75 0.10 0.051 ( 0.060) 0.009 0.042 22 1.83 0.13 0.068 ( 0.060) 0.012 0.056 23 1.92 0.13 0.068 ( 0.060) 0.012 0.056 24 2.00 0.13 0.068 ( 0.060) 0.012 0.056 25 2.08 0.13 0.068 ( 0.059) 0.012 0.056 26 2.17 0.13 0.068 ( 0.059) 0.012 0.056 27 2.25 0.13 0.068 ( 0.059) 0.012 0.056 28 2.33 0.13 0.068 ( 0.059) 0.012 0.056 29 2.42 0.13 0.068 ( 0.058) 0.012 0.056 30 2.50 0.13 0.068 ( 0.058) 0.012 0.056 31 2.58 0.17 0.085 ( 0.058) 0.015 0.070 32 2.67 0.17 0.085 ( 0.058) 0.015 0.070 33 2.75 0.17 0.085 ( 0.057) 0.015 0.070 34 2.83 0.17 0.085 ( 0.057) 0.015 0.070 35 2.92 0.17 0.085 ( 0.057) 0.015 0.070 36 3.00 0.17 0.085 ( 0.057) 0.015 0.070 37 3.08 0.17 0.085 ( 0.057) 0.015 0.070 38 3.17, 0.17 0.085 ( 0.056) 0.015 0.070 39 3.25 0.17 0.085 ( 0.056) 0.015 0.070 40 3.33 0.17 0.085 ( 0.056) 0.015 0.070 41 3.42 0.17 0.085 ( 0.056) 0.015 0.070 42 3.50 0.17 0.085 ( 0.055) 0.015 0.070 43 3.58 0.17 0.085 ( 0.055) 0.015 0.070 44 3.67 0.17 0.085 ( 0.055) 0.015 0.070 45 3.75' 0.17 0.085 ( 0.055) 0.015 0.070 46 3.83 0.20 0.102 ( 0.054) 0.018 0.084 47 3.92 0.20 0.102 ( 0.054) 0.018 0.084 48 4.00 0.20 0.102 ( 0.054) 0.018 0.084 49 4.08 0.20 0.102 ( 0.054) 0.018 0.084 50 4.17 0.20 0.102 ( 0.054) 0.018 0.084 51 4.25 0.20 0.102 ( 0.053) 0.018 0.084 52 4.33 0.23 0.119 ( 0.053) 0.021 0.098 53 4.42 0.23 0.119 ( 0.053) 0.021 0.098 54 4.50 0.23 0.119 ( 0.053) 0.021 0.098 55 4.58 0.23 0.119 ( 0.052) 0.021 0.098 56 4.67 0.23 0.119 ( 0.052) 0.021 0.098 57 4.75 0.23 0.119 ( 0.052) 0.021 0.098 58 4.83 0.27 0.136 ( 0.052) 0.024 0.112 59 4.92 0.27 0.136 ( 0.051) 0.024 0.112 60 5.00 0.27 0.136 ( 0.051) 0.024 0.112 61 5.08 0.20 0.102 ( 0.051) 0.018 0.084 62 5.17 0.20 0.102 ( 0.051) 0.018 0.084 63 5.25 0.20 0.102 ( 0.051) 0.018 0.084 64 5.33 0.23 0.119 ( 0.050) 0.021 0.098 65 5.42 0.23 0.119 ( 0.050) 0.021 0.098 66 5.50 0.23 0.119 ( 0.050) 0.021 0.098 67 5.58 0.27 0.136 ( 0.050) 0.024 0.112 68 5.67 0.27 0.136 ( 0.049) 0.024 0.112 69 5.75 0.27 0.136 ( 0.049) 0.024 0.112 70 5.83 0.27 0.136 ( 0.049) 0.024 0.112 71 5.92 0.27 0.136 ( 0.049) 0.024 0..112 72 6.00 0.27 0.136 ( 0.049) 0.024 0.112 73 6.08 0.30 0.153 ( 0.048) 0.028 0.125 74 6.17 0.30 0.153 ( 0'.048) 0.028 0.125 75 6.25 0.30 0.153 ( 0.048) 0.028 0.125 76 6.33 0.30 0.153 ( 0.048) 0.028 0.125 77 6.42 0.30 0.153 ( 0.048) 0.028 0.125 78 6.50 0.30 0.153 ( 0.047) 0.028 0.125 79 6.58 0.33 0.170 ( 0.047) 0.031 0.139 80 6.67 0.33 0.170 ( 0.047) 0.031 0.139 81 6.75 0.33 0.170 ( 0.047) 0.031 0.139 82 6.83 0.33 0.170 ( 0.046) 0.031 0.139 83 6.92 0.33 0.170 ( 0.046) 0.031 0.139 84 7.00 0.33 0.170 ( 0.046) 0.031 0.139 85 7.08 0.33 0.170 ( 0.046) 0.031 0.139 86 7.17 0.33 0.170 ( 0.046) 0.031 0.139 87 7.25 0.33 0.170 ( 0.045) 0.031 0.139 88 7.33 0.37 0.187 ( 0.045) 0.034 0.153 89 7.42 0.37 0.187 ( 0.045) 0.034 0.153 90 7.50 0.37 0.187 ( 0.045) 0.034 0.153 91 7.58 0.40 0.204 ( 0.045) 0.037 0.167 92 7.67 0.40 0.204 ( 0.044) 0.037 0.167 93 7.75 0.40 0.204 ( 0.044) 0.037 0.167 94 7.83 0.43 0.221 ( 0.044) 0.040 0.181 95 7.92 0.43 0.221 ( 0.044) 0.040 0.181 96 8.00 0.43 0.221 ( 0.044) 0.040 0.181 97 8.08 0.50 0.255 0.043 ( 0.046) 0.212 98 8.17 0.50 0.255 0.043 ( 0.046) 0.212 99 8.25 0.50 0.255 0.043 ( 0.046) 0.212 100 8.33 0.50 0.255 0.043 ( 0.046) 0.212 101 8.42 0.50 0.255 0.043 ( 0.046) 0.212 102 8.50 0.50 0.255 0.042 ( 0.046) 0.213 103 8.58 0.53 0.272 0.042 ( 0.049) 0.230 104 8.67 0.53 0.272 0.042 ( 0.049) 0.230 105 8.75 0.53 0.272 0.042 ( 0.049) 0.230 106 8.83 0.57 0.289 0.042 ( 0.052) 0.247 107 8.92 0.57 0.289 0.041 ( 0.052) 0.248 108 9.00 0.57 0.289 0.041 ( 0.052) 0.248 109 9.08 0.63 0.323 0.041 ( 0.058) 0.282 110 9.17 0.63 0.323 0.041 ( 0.058) 0.282 111 9.25 0.63 0.323 0.041 ( 0.058) 0.282 112 9.33 0.67 0.340 0.040 ( 0.061) 0.300 113 9.42 0.67 0.340 0.040 ( 0.061) 0.300 114 9.50 0.67 0.340 0.040 ( 0.061) 0.300 115 9.58 0.70 0.357 0.040 ( 0.064) 0.317 116 9.67 0.70 0.357 0.040 ( 0.064) 0.317 117 9.75 0.70 0.357 0.039 ( 0.064) 0.318 118 9.83 0.73 0.374 0.039 ( 0.067) 0.335 119 9.92 0.73 0.374 0.039 ( 0.067) 0.335 120 10.00 0.73 0.374 0.039 ( 0.067) 0.335 121 10.08 0.50 0.255 0.039 ( 0.046) 0.216 122 10.17 0.50 0.255 0.039 ( 0.046) 0.216 123 10.25 0.50 0.255 0.038 ( 0.046) 0.217 124 10.33 0.50 0.255 0.038 ( 0.046) 0.217 125 10.42 0.50 0.255 0.038 ( 0.046) 0.217 126 10.50 0.50 0.255 0.038 ( 0.046) 0.217 127 10.58 0.67 0.340 0.038 ( 0.061) 0.302 128 10.67 0.67 0.340 0.037 ( 0.061) 0.303 129 10.75 0.67 0.340 0.037 i 0.061) 0.303 130 10.83 0.67 0.340 0.037 ( 0.061) 0.303 131 10.92 0.67 0.340 0.037 ( 0.061) 0.303 132 11.00 0.67 0.340 0.037 ( 0.061) 0.303 133 11.08 0.63 0.323 0.036 ( 0.058) 0.287 134 11.17 0.63 0.323 0.036 ( 0.058) 0.287 135 11.25 0.63 0.323 0.036 ( 0.058) 0.287 136 11.33 0.63 0.323 0.036 ( 0.058) 0.287 137 11.42 0.63 0.323 0.036 ( 0.058) 0.287 138 11.50 0.63 0.323 0.036 ( 0.058) 0.287 139 11.58 0.57 0.289 0.035 ( 0.052) 0.254 140 11.67 0.57 0.289 0.035 ( 0.052) 0.254 141 11.75 0.57 0.289 0.035 ( 0.052) 0.254 142 11.83 0.60 0.306 0.035 ( 0.055) 0.271 143 11.92 0.60 0.306 0.035 ( 0.055) 0.271 144 12.00 0.60 0.306 0.035 ( 0.055) 0.271 145 12.08 0.83 0.425 0.034 ( 0.076) 0.391 146 12.17 0.83 0.425 0.034 ( 0.076) 0.391 147 12.25 0.83 0.425 0.034 ( 0.076) 0.391 148 12.33 0.87 0.442 0.034 ( 0.080) 0.408 149 12.42 0.87 0.442 0.034 ( 0.080) 0.408 150 12.50 0.87 0.442 0.034 ( 0.080) 0.408 151 12.58 0.93 0.476 0.033 ( 0.086) 0.443 152 12.67 0.93 0.476 0.033 ( 0.086) 0.443 153 12.75 0.93 0.476 0.033 ( 0.086) 0.443 154 12.83 0..97 0.493 0.033 ( 0.089) 0.460 155 12.92 0.97 0.493 0.033 ( 0.089) 0.460 156 13.00 0.97 0.493 0.033 ( 0.089) 0.460 157 13.08 1.13 0.578 0.032 ( 0.104) 0.546 158 13.17 1.13 0.578 0.032 ( 0.104) 0.546 159 13.25 1.13 0.578 0.032 ( 0.104) 0.546 160 13.33 1.13 0.578 0.032 ( 0.104) 0.546 161 13.42 1.13 0.578 0.032 ( 0.104) 0.546 162 13.50 1.13 0.578 0.032 ( 0.104) 0.546 163 13.58 0.77 0.391 0.031 ( 0.070) 0.360 164 13.67 0.77 0.391 0.031 ( 0.070) 0.360 165 13.75 0.77 0.391 0.031 ( 0.070) 0.360 166 13.83 0.77 0.391 0.031 ( 0.070) 0.360 167 13.92 0.77 0.391 0.031 ( 0.070) 0.360 168 14.00 0.77 0.391 0.031 ( 0.070) 0.360 169 14.08 0.90 0.459 0.030 ( 0.083) 0.429 170 14.17 0.90 0.459 0.030 ( 0.083) 0.429 171 14.25 0.90 0.459 0.030 ( 0.083) 0.429 172 14.33 0.87 0.442 0.030 ( 0.080) 0.412 173 14.42 0.87 0.442 0.030 ( 0.080) 0.412 174 14.50 0.87 0.442 0.030 ( 0.080) 0.412 175 14.58 0.87 0.442 0.030 ( 0.080) 0.412 176 14.67 0.87 0.442 0.029 ( 0.080) 0.413 177 14.75 0.87 0.442 0.029 ( 0.080) 0.413 178 14.83 0.83 0.425 0.029 ( 0.076) 0.396' 179 14.92 0.83 0:425 0.029 ( 0.076) 0.396 180 15.00 0.83 0.425 0.029 ( 0.076) 0.396 181 15.08 0.80 0.408 0.029 ( 0.073) 0.379 182 15.17 0.80 0.408 0.028 ( 0.073) 0.380 183 15.25 0.80 0.408 0.028 ( 0.073) 0.380 184 15.33 0.77 0.391 0.028 ( 0.070) 0.363 185 15.42 0.77 0.391 0.028 ( 0.070) 0.363 186 15.50 0.77 0.391 0.028 ( 0.070) 0.363 187 15.58 0.63 0.323 0.028 ( 0.058) 0.295 188 15.67 0.63 0.323 0.028 ( 0.058) 0.295 189 15.75 0.63 0.323 0.027 ( 0.058) 0.296 190 15.83 0.63 0.323 0.027 ( 0.058) 0.296 191 15.92 0.63 0.323 0.027 ( 0.058) 0.296 192 16.00 0.63 0.323 0.027 ( 0.058) 0.296 193 16.08 0.13 0.068 ( 0.027) 0.012 0.056 194 16.17 0.13 0.068 ( 0.027) 0.012 0.056 195 16.25 0.13 0:068 ( 0.027) 0.012 0.056 196 16.33 0.13 0.068 ( 0.026) 0.012 0.056 197 16.42 0.13 0.068 ( 0.026) n -n19 0,056 198 16.50 0.13 0.068 ( 0.026) 0.012 0.056 199 16.58 0.10 0.051 ( 0.026) 0.009 0.042 200 16.67 0.10 0.051 ( 0.026) 0.009 0.042 201 .16.75 0.10 0.051 ( 0.026) 0.009 0.042 202 16.83 0.10 0.051 ( 0.026) 0.009 0.042 203 16.92 0.10 0.051 ( 0.026) 0.009 0.042 204 17.00 0.10 0.051 ( 0.025) 0.009 0.042 205 17.08 0.17 0.085 ( 0.025) 0.015 0.070 206 17.17 0.17 0.085 ( 0.025) 0.015 0.070 207 17.25 0.17 0.085 ( 0.025) 0.015 0.070 208 17.33 0.17 0.085 ( 0.025) 0.015 0.070 209 17.42 0.17 0.085 ( 0.025) 0.015 0.070 210 17.50 0.17 0.085 ( 0.025) 0.015 0.070 211 17.58 0.17 0.085 ( 0.025) 0.015 0.070 212 17.67 0.17 0.085 ( 0.024) 0.015 0.070 213 17.75 0.17 0.085 ( 0.024) 0.015 0.070 214 17.83 0.13 0.068 ( 0.024) 0.012 0.056 215 17.92 0.13 0.068 ( 0.024) 0.012 0.056 216 18.00 0.13 0.068 ( 0.024) 0.012 0.056 217 18.08 0.13 0.068 ( 0.024) 0.012 0.056 218 18.17 0.13 0.068 ( 0.024) 0.012 0.056 219 18.25 0.13 0.068 ( 0.024) 0.012 0.056 220 18.33 0.13 0.068 ( 0.023) 0.012 0.056 221 18.42 0.13 0.068 ( 0.023) 0.012 0.056 222 18.50 0.13 0.068 ( 0.023) 0.012 0.056 223 18.58 0.10 0.051 ( 0.023) 0.009 0.042 224 18.67 0.10 0.051 ( 0.023) 0.009 0.042 225 18.75 0.10 0.051 ( 0.023) 0.009 0.042 226 18.83 0.07 0.034 ( 0.023) 0.006 0.028 227 18.92 0.07 0.034 ( 0.023) 0.006 0.028 228 19.00 0.07 0.034 ( 0.023) 0.006 0.028 229 19.08 0.10 0.051 ( 0.022) 0.009 0.042 230 19.17 0.10 0.051 ( 0.022) 0.009 0.042 231 19.25 0.10 0.051 ( 0.022) 0.009 0.042 232 19.33 0.13 0.068 ( 0.022) 0.012 0.056 233 19.42 0.13 0.068 ( 0.022) 0.012 0.056 234 19.50 0.13 0.068 ( 0.022) 0.012 0.056 235 19.58 0.10 0.051.:; ( 0.022) 0.009 0.042 236 19.67 0.10 0.051 ( 0.022) 0.009 0.042 237 19.75 0.10 0.051 ( 0.022) 0.009 0.042 238 19.83 0.07 0.034 ( 0.022) 0.006 0.028 239 19.92 0.07 0.034 ( 0.021) 0.006 0.028 240 20.00 0.07 0.034 ( 0.021) 0.006 0.028 241 20.08 0.10 0.051 ( 0.021) 0.009 0.042 242 20.17 0.10 0.051 ( 0.021) 0.009 0.042 243 20.25 0.10 0.051 ( 0.021) 0.009 0.042 244 20.33 0.10 0.051 ( 0.021) 0.009 0.042 245 20.42 0.10 0.051 ( 0.021) 0.009 0.042 246 20.50 0.10 0.051 ( 0.021) 0.009 0.042 247 20.58 0.10 0.051 ( 0.021) 0.009 0.042 248 20.67 0.10 0.051 ( 0.021) 0.009 0.042 249 20.75 0.10 0.051 ( 0.021) 0.009 0.042 250 20.83 0.07 0.034 ( 0.020) 0.006 0.028 251 20.92 0.07 0.034 ( 0.020) 0.006 0.028 252 21.00 0.07 0.034 ( 0.020) 0.006 0.028 253 21.08 0.10 0.051 ( 0.020) 0.009 0.042 254 21.17 0.10 0.051 ( 0.020) 0.009 0.042 255 21.25 0.10 0.051 ( 0.020) 0.009 0.042 256 21.33 0.07 0.034 ( 0.020) 0.006 0.028 257 21.42 0.07 0.034 ( 0.020) 0.006 0.028 258 21.50 0.07 0.034 ( 0.020) 0.006 0.028 259 21.58 0.10 0.051 ( 0.020) 0.009 0.042 260 21.67 0.10 0.051 ( 0.020) 0.009 0.042 261 21.75 0.10 0.051 ( 0.020) 0.009 0.042 262 21.83 0.07 0.034 ( 0.020) 0.006 0.028 2,63 21.92 0.07 0.034 ( 0.020) 0.006 0.028 264 22.00 0.07 0.034 ( 0.019) 0.006 0.028 265 22.08 0.10 0.051 ( 0.019) 0.009 0.042 266 22.17 0.10 0.051 ( 0.019) 0.009 0.042 267 22.25 0.10 0.051 ( 0.019) 0.009 0.042 268 22.33 0.07 0.034 ( 0.019) 0.006 0.028 269 22.42 0.07 0.034 ( 0.019) 0.006 0.028 270 22.50 0.07 0.034 ( 0.019) 0.006 0.028 271 22.58 0.07 0.034 ( 0.019) 0.006 0.028 272 22.67 0.07 0.034 ( 0.019) 0.006 0.028 273 22.75 0.07 0.034 ( 0.019) 0.006 0.028 274 22.83 0.07 0.034 ( 0.019) 0.006 0.028 275 22.92 0.07 0.034 ( 0.019) 0.006 0.028 276 23.00 0.07 0.034 ( 0.019) 0.006 0.028 277 23.08 0.07 0.034 ( 0.019) 0.006 0.028 278 23.17 0.07 0.034 ( 0.019) 0.006 0.028 279 23.25 0.07 0.034 ( 0.019) 0.006 0.028 280 23.33 0.07 0.034 ( 0.019) 0.006 0.028 281 23.42 0.07 0.034 ( 0.019) 0.006 0.028 282 23.50 0.07 0.034 ( 0.019) 0.006 0.028 283 23.58 0.07 0.034 ( 0.019) 0.006 0.028 284 23.67 0.07 0.034 ( 0.018) 0.006 0.028 285 23.75 0.07 0.034 ( 0.018) 0.006 0.028 286 23.83 0.07 0.034 ( 0.018) 0.006 0.028 287 23.92 0.07 0.034 ( 0.018) 0.006 0.028 288 24.00 0.07 0.034 ( 0.018) 0.006 0.028 (Loss Rate Not Used) Sum = 100.0 Sum = 44.9 Flood volume = Effective rainfall 3.74(In) times area 0.9(Ac.) /[(In) /(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.51(In) Total soil loss = 0.040(Ac.Ft) Total rainfall = 4.25(In) Flood volume = 12904.2 Cubic Feet Total soil loss = 1751.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.523(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++ ++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q I I I I n +10 0.0003 0.03 Q 0 +15 0.0005 0.03 Q I I I 0 +20 0.0008 0.04 Q 0 +25 0.0010 0.04 Q 0 +30 0.0013 0.04 Q 0 +35 0.0016 0.04 Q 0 +40 0.0019 0.04 Q 0 +45 0.0021 0.04 Q 0 +50 0.0025 0.05 Q 0 +55 0.0028 0.05 Q 1+ 0 0.0032 0.05 Q 1+ 5 0.0035 0.04 Q 1 +10 0.0038 0.04 Q 1 +15 0.0041 0.04 Q 1 +20 0.0043 0.04 Q 1 +25 0.0046 0.04 Q 1 +30 0.0049 0.04 Q 1 +35 0.0052 0.04 Q 1 +40 0.0054 0.04 Q 1 +45 0.0057 0.04 Q 1 +50 0.0061 0.05 Q 1 +55 0.0064 0.05 Q 2+ 0 0.0068 0.05 Q 2+ 5 0.0072 0.05 Q 2 +10 0.0075 0.05 QV 2 +15 0.0079 0.05 QV 2 +20 0.0083 0.05 QV 2 +25 0.0086 0.05 QV 2 +30 0.0090 0.05 QV 2 +35 0.0094 0.06 QV 2 +40 0.0099 0.07 QV 2 +45 0.0104 0.07 QV 2 +50 0.0108 0.07 QV 2 +55 0.0113 0.07 QV 3+ 0 0.0117 0.07 QV 3+ 5 0.0122 0.07 QV 3 +10 0.0127 0.07 QV 3 +15 0.0131 0.07 QV 3 +20 0.0136 0.07 QV 3 +25 0.0140 0.07 QV 3 +30 0.0145 0.07 QV 3 +35 0.0150 0.07 Q V 3 +40 0.0154 0.07 Q V 3 +45 0.0159 0.07 Q V 3 +50 0.0164 0.08 Q V 3 +55 0.0170 0.08 Q V 4+ 0 0.0175 0.08 Q V 4+ 5 0.0181 0.08 Q V 4 +10 0.0186 0.08 Q V 4 +15 0.0192 0.08 Q V 4 +20 0:0198 0.09 Q V 4 +25 0.0204 0.09 Q V 4 +30 0.0211 0.09 Q V 4 +35 0.0217 0.09 Q V 4 +40 0.0224 0.09 Q V 4 +45 0.0230 0.09 Q V 4 +50 0.0237 0.10 Q V 4 +55 0.0244 0.11 Q V 5+ 0 0.0252 0.11 Q V L` 5+ 5 0.0258 0.09 Q 5 +10 0.0263 0.08 Q 5 +15 0.0269 0.08 Q 5 +20 0.0275 0.09 Q 5 +25 0.0281 0.09 Q 5 +30 0.0288 0.09 Q 5 +35 0.0295 0.10 Q 5 +40 0.0302 0.11 Q 5 +45 0.0310 0.11 Q 5 +50 0.0317 0.11 Q 5 +55 0.0324 0.11 Q 6+ 0 0.0332 0.11 Q 6+ 5 0.0340 0.12 Q 6 +10 0.0348 0.12 Q 6 +15 0.0356 0.12 Q 6 +20 0.0365 0.12 Q 6 +25 0.0373 0.12 Q 6 +30 0.0381 0.12 Q 6 +35 0.0390 0.13 Q 6 +40 0.0399 0.13 Q 6 +45 0.0409 0.13 Q 6 +50 0.0418 0.13 Q 6 +55 0.0427 0.13 Q 7+ 0 0.0436 0.13 Q 7+ 5 0.0445 0.13 Q 7 +10 0.0455 0.13 Q 7 +15 0.0464 0.13 Q 7 +20 0.0474 0.14 Q 7 +25 0.0484 0.15 Q 7 +30 0.0494 0.15 Q 7 +35 0.0505 0.16 Q 7 +40 0.0516 0.16 Q 7 +45 0.0527 0.16 Q 7 +50 0.0538 0.17 Q 7 +55 0.0550 0.17 Q 8+ 0 0.0562 0.17 Q 8+ 5 0.0576 0.19 Q 8 +10 0.0590 0.20 Q 8 +15 0.0604 0.20 Q 8 +20 0.0618 0.20 Q 8 +25 0.0632 0.20 Q 8 +30 0.0646 0.20 •Q 8 +35 0.0661 0.22 Q 8 +40 0.0676 0.22 Q 8 +45 0.0691 0.22 Q 8 +50 0.0707 0.23 Q 8 +55 0.0723 0.24 Q 9+ 0 0.0740 0.24 Q 9+ 5 0.0758 0.26 IQ 9 +10 0.0776 0.27 IQ 9 +15 0.0795 0.27 IQ 9 +20 0.0814 0.28 IQ 9 +25 0.0834 0.29 IQ 9 +30 0.0854 0.29 IQ 9 +35 0.0874 0.30 IQ 9 +40 0.0895 0.30 IQ 9 +45 0.0916 0.30 IQ v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v Iv Iv Iv I v I v 9 +50 0.0938 0.32 IQ 9 +55 0.0960 0.32 IQ 10+ 0 0.0982 0.32 IQ 10+ 5 0.0999 0.24 Q 10 +10 0.1013 0.21 Q 10 +15 0.1027 0.21 Q 10 ±20 0.1042 0.21 Q 10 +25 0.1056 0.21 Q 10 +30 0.1070 0.21 Q 10 +35 0.1089 0.27 IQ 10 +40 0.1109 0.29 IQ 10 +45 0.1129 0.29 IQ 10 +50 0.1148 0.29 IQ 10 +55 0.1168 0.29 IQ 11+ 0 0.1188 0.29 IQ 11+ 5 0.1208 0.28 IQ 11 +10 0.1227 0.27 IQ 11 +15 0.1246 0.27 IQ 11 +20 0.1264 0.27 IQ 11 +25 0.1283 0.28 IQ 11 +30 0.1302 0.28 IQ 11 +35 0.1320 0.25 IQ 11 +40 0.1336 0.24 Q 11 +45 0.1353 0.24 Q 11 +50 0.1371 0.26 IQ 11 +55 0.1389 0.26 IQ 12+ 0 0.1407 0.26 IQ 12+ 5 0.1430 0.34 IQ 12 +10 0.1456 0.37 IQ 12 +15 0.1482 0.37 IQ 12 +20 0.1508 0.39 IQ 12 +25 0.1535 0.39 ►Q 12 +30 0.1562 0.39 IQ 12 +35 0.1591 0.41 IQ 12 +40 0.1620 0.42 IQ 12 +45 0.1649 0.42 ►Q 12 +50 0.1679 0.44 IQ 12 +55 0.1710 0.44 IQ 13+ 0 0.1740 0.44 IQ 13+ 5 0.1774 0.50 1 Q 13 +10 0.1810 0.52 1 Q 13 +15 0.1846 0.52 1 Q 13 +20 0.1882 0.52 1 Q 13 +25 0.1919 0.52 1 Q 13 +30 0.1955 0.52 1 Q 13 +35 0.1982 0.39 IQ 13 +40 0.2005 0.34 IQ 13 +45 0.2029 0.34 IQ 13 +50 0.2053 0.34 IQ 13 +55 0.2077 0.35 IQ 14+ 0 0.2100 0.35 IQ 14+ 5 0.2128 0.39 IQ 14 +10 0.2156 0.41 IQ 14 +15 0.2184 0.41 IQ 14 +20 0.2212 0.40 IQ 14 +25 0.22.39 0,39 IQ 14 +30 0.2266 0.39 IQ v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v I I I I I 1 I I I i I I I I I I I I I I i I I I I I I I I I I I I I I I I v I v v I v v( vI v v 14 +35 0.2293 0.40 IQ 14 +40 0.2320 0.40 IQ 14 +45 0.2348 0.40 IQ 14 +50 0.2374 0.38 IQ 14 +55 0.2400 0.38 IQ 15+ 0 0.2426 0.38 IQ 15+ 5 0.2452 0.37 IQ 15 +10 0.2477 0.36 IQ 15 +15 0.2502 0.36 IQ 15 +20 0.2526 0.35 IQ 15 +25 0.2550 0.35 IQ 15 +30 0.257,4 0.35 IQ 15 +35 0.2595 0.30 IQ 15 +40 0.2614 0.28 IQ 15 +45 0.2634 0.28 IQ 15 +50 0.2653 0.28 IQ 15 +55 0.2673 0.28 IQ 16+ 0 0.2692 0.28 IQ 16+ 5 0.2700 0.12 Q 16 +10 0.2704 0.05 Q 16 +15 0.2708 0.05 Q 16 +20 0.2711 0.05 Q 16 +25 0.2715 0.05 Q 16 +30 0.2719 0.05 Q 16 +35 0.2722 0.04 Q 16 +40 0.2724 0.04 Q 16 +45 0.2727 0.04 Q 16 +50 0.2730 0.04 Q 16 +55 0.2733 0.04 Q 17+ 0 0.2735 0.04 Q 17+ 5 0.2739 0.06 Q 17 +10 0.2744 0.07 Q 17 +15 0.2749 0.07 Q 17 +20 0.2753 0.07 Q 17 +25 0.2758 0.07 Q 17 +30 0.2762 0.07 Q 17 +35 0.2767 0.07 Q 17 +40 0.2772 0.07 Q 17 +45 0.2776 0.07 Q 17 +50 0.2780 0.06 Q 17 +55 0.2784 0.05 Q 18+ 0 0.2788 0.05 Q 18+ 5 0.2791 0.05 Q 18 +10 0.2795 0.05 Q 18 +15 0.2799 0.05 Q 18 +20 0.2802 0.05 Q 18 +25 0.2806 0.05 Q 18 +30 0.2810 0.05 Q 18 +35 0.2813 0.04 Q 18 +40 0.2815 0.04 Q 18 +45 0.2818 0.04 Q 18 +50 0.2820 0.03 Q 18 +55 0.2822 0.03 Q 19+ 0 0.2824 0.03 Q 19+ 5 0.2826 0.04 Q 19 +10 0.2829 O >04 Q 19 +15 0.2832 0.04 Q v Iv Iv I v I v I v I v I v I v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 17 v 19 +20 0.2835 0.05 Q I I I V I 19 +25 0.2839 0.05 Q I I I V I 19 +30 0.2843 0.05 Q I I I V I 19 +35 0.2846 0.04 Q I I I V 19 +40 0.2849 0.04 Q I I I V 19 +45 0.2851 0.04 Q I i I V I 19 +50 0.2853 0.03 Q I I I V 19 +55 0.2855 0.03 Q I I I V I 20+ 0 0.2857 0.03 Q I I I V I 20+ 5 0.2860 0.04 Q I l I V I 20 +10 0.2862 0.04 Q I I I V I 20 +15 0.2865 0.04 Q I I I V I 20 +20 0.2868 0.04 Q I I I V I 20 +25 '0.2871 0.04 Q I I I V I 20 +30 0.2873 0.04 Q I I I V I 20 +35 0.2876 0.04 Q I I I V 20 +40 0.2879 0.04 Q I I I V I 20 +45 0.2882 0.04 Q I I I V I 20 +50 0.2884 0.03 Q I I I V 1 20 +55 0.2886 0.03 Q I I I V I 21+ 0 0.2887 0.03 Q I I I V I 21+ 5 0.2890 0.04 Q I I I VI 21 +10 0.2893 0.04 Q I I I VI 21 +15 0.2895 0.04 Q I I I VI 21 +20 0.2898 0.03 Q I I I VI 21 +25 0.2899 0.03 Q I I I VI 21 +30 0.2901 0.03 Q I I I VI 21 +35 0.2904 0.04 Q I I I VI 21 +40 0.2906 0.04 Q I I I VI 21 +45 0.2909 0.04 Q I I I VI 21 +50 0.2911 0.03 Q I I I VI 21 +55 0.2913 0.03 Q I I I VI 22+ 0 0.2915 0.03 Q I I I VI 22+ 5 0.2917 0.04 Q 1 1 1 VI 22 +10 0.2920 0.04 Q I I I VI 22 +15 0.2923 0.04 Q I I I VI 22 +20 0.2925 0.03 Q I I I VI 22 +25 0.2927 0.03 Q I I I VI 22 +30 0.2929 0.03 Q I I I VI 22 +35 0.2931 0.03 Q I I I VI 22 +40 0.2932 0.03 Q I I I VI 22 +45 0.2934 0.03 Q I I I VI 22 +50 0.2936 0.03 Q I I I VI 22 +55 0.2938 0.03 Q I I I VI 23+ 0 0.2940 0.03 Q I I I VI 23+ 5 0.2942 0.03 Q I 1 I VI 23 +10 0.2943 0.03 Q I I I VI 23 +15 0.2945 0.03 Q I I I VI 23 +20 0.2947 0.03 Q I I l VI 23 +25 0.2949 0.03 Q I I I VI 23 +30 0.2951 0.03 Q I I I VI 23 +35 0.2953 0.03 Q I I I VI 23 +40 0.2955 0.03 Q I I I VI 23 +45 0.2956 0.03 Q I I I VI 23 +50 0.2958 0.03 Q I I I VI 23 +55 0.2960 0.03 Q i i i Vi 24+ 0 0.2962 0.03 Q I I I VI 24+ 5 0.2962 0.01 Q Y 3 9 I I I t I q I ^I LiJ N I �.Q I �I I I L I _ AVE 4.7 0� HIGHWAY------ - - m _ S — - -� _ -- - - ---------- —.. MO s 47.10 67.10TC f ! ,' i' 1,� I ` —/ b14.1 \ y -- � -- - _ - - - -- - - - - -- _ f Y - - _ - 2 i 67.D9TC W , — -- _ _. :051P - _ - -- I� - -- - O-x4 oa� J410 , f d o- y 9210 I I �.__ - -- - 2200 — o T, f a3,o °t ^ a II j f Q99 0 1j, 65. 00 a& 47TC e - - -- �� IN-W _ nW ,y arm. I ABBREVIATIONS. AND SYMBOLS I I I I I NODS N ELEV AREA ACRES I SCALE 1' =50' . I o zs So OF �so I I BAM — BEARIMM — N BEARINGS HEREON ARE WED.UPON THE CENIERLINE HIGHWAY------ - - m _ S — - -� _ -- - - ---------- —.. MO s 47.10 67.10TC f ! ,' i' 1,� I ` —/ b14.1 \ y -- � -- - _ - - - -- - - - - -- _ f Y - - _ - 2 i 67.D9TC W , — -- _ _. :051P - _ - -- I� - -- - O-x4 oa� J410 , f d o- y 9210 I I �.__ - -- - 2200 — o T, f a3,o °t ^ a II j f Q99 0 1j, 65. 00 a& 47TC e - - -- �� IN-W _ nW ,y arm. I ABBREVIATIONS. AND SYMBOLS I I I I I NODS N ELEV AREA ACRES SCALE 1' =50' . Underground Service Alert o zs So OF �so BAM — BEARIMM — BEARINGS HEREON ARE WED.UPON THE CENIERLINE ��tt TOLL FREE ° Ca11. TOLL f IIEE DE AQYS S'TREE AS SHOWN ON TRACT YAP NO. 24270, Y.& 214/69 -82. BEING N OCT 20' O6 W 1-800 1 422 -41133 - 'i,.7WRHE000NTY TAG 19W3W IANWELL AT THE INTERSECTION OF Y6ES AVENUE AND AOWS STREET. ELCV''92'067 NO. GATE INM TWO WORKWO DAYS BEFORE YOU DIO REFERENCES 67.921C I l -- AtRE PREPARED UNDER THE SUPEMON OT: 9 Essf q THE CENTRE AT LA QUINTA -ESIGN JR AB RCE ND. 46186 EXP a 71 /9e pATE y }e `�' ® HYDROLOGY MAP lass R SCHn11zE No. 46188 MM COl[PANIES PRECISE GRADING PLANS - PARCELS i, Z & 3 CHECK: DATE: APPRaEO er: CRY a u ouwrA „n INC. c`�°,b � PARCEL MAP 28525 -1 RRS MAR •99 s?� CIVl�. PALM DESERT DIV131ON �g°o^"'^ SEC 29. T 5 S. R 7 s8a" RGE NA. 44258 IXP 06,30101 DATE CF CAIT ' 0 °°"°""` • '01 • • "'11 C I T Y 0 F L A DWG �. HY}82701 CHRIS A.N7GT, P.E C,1Y ENI:NEER- ,A. T»-°�° Q U I N T A SHEET 1 OF 1