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3185231 V-Z 1 DRAINAGE STUDY Tract No. 31852 LOCATED IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, CALIFORNIA MARCH 309 2006 v?'0FESS /pN Z w 0 606 m * EXP. 12-31-06 s'q CIVIC a�P 0 F CA1-� PREPARED FOR: RINDLESBACH CONSTRUCTION Blake Jumper 80 -553 Jasper Park Indio, Ca. 92201 Phone: (801) 560 -3905 PREPARED BY: HACKER ENGINEERING 68 -487 Highway 111, Ste. 43 Cathedral City, Ca 92234 Phone: (760) 202 -1800 D W.0.030703 DRAINAGE STUDY Tract No. 31852 SITE DESCRIPTION AND PURPOSE OF REPORT The property herein described is located in a portion of the southeast' /4 of Section 4, Township 6 South, Range 7 East, San Bernardino Meridian, City of La Quinta, and Riverside County, Califomih. The 8.47 acre site is currently vacant and is bordered on the north by Lot 3, Tract No. 6682, and M.B. 88/42/43; on the west by Tract No. 21176 - M.B. 166/95 -97, on the east by Madison Street and on the south by Avenue 52. The site slopes to the southeast at a fairly uniform slope of ± 0.3 %. The proposed site will consist of single family homes on 14 lots with approximately 0.5 acre size. The purpose of this drainage report is to determine the developed runoff from the 100 year storm and appropriate mitigation measures. PROPOSED DRAINAGE DESIGN The proposed lots will drain away from the homes into the interior street draining to a catch basin and pipe into a common retention basin (Basin "A ") located at the southeast corner of the tract. • The off -site streets drain to .a catch basin near the tract entry then through a storm drain pipe to the common retention basin (Basin "A "). Sand filters and percolation systems are provided for nuisance water discharge from street and parkway areas for all streets. Retention basin "A" is designed to retain the peak volume produced by the 1 hour duration 100 year storm at a depth of 5.80 feet. The retention pond has been designed per City requirements to contain the peak volume using a percolation discharge rate of 2" per hour. Percolation tests performed by Sladden Engineering indicate percolation rates of 12 to 16 inches per hour. The safe outlet water surface elevation of 508.38 at the project entry on Madison Avenue is based on the 100 year flow of 26.70 cfs from on and off site areas. This flow will continue to drain east following the historical flood path. Storms of greater than design magnitude were computed for the site and routed through the proposed retention basin, extended to include available onsite street flooding, the 500 year 3 hour storm will produce a maximum flood elevation within the project perimeter walls of 505.09 feet. Safe outlet flows through the proposed catch basin on Madison Street begin at the flowline elevation of 506.21 . These flood elevations are all below the lowest proposed. pad elevation of 508.90. • See attached calculations and map for details. • METHODOLOGY AND REFERENCES Methods used to calculate runoff are as prescribed by the Riverside County Flood Control District Hydrology Manual. The Civilcadd /Civildesign computer programs were used for Rational Method Calculations to determine 100 year peak flows for hydraulic design then the Synthetic Unit hydrograph Method was used to calculate runoff volumes for the 1, 3, 6, and 24 hour 100 -year and 500 -year storm events for retention basin sizing. The WSPGW routine was used for hydraulic grade calculations. The Haestead Flowmaster computer program was used in sizing curb inlet .catch basins and for calculation of hydraulic sections. CONCLUSION The drainage report contained herein has been designed in accordance with applicable state and local ordinances. Therefore, if developed as planned, the drainage from this site • will not adversely affect persons or property onsite or downstream. 0 Z S 8 t lopil JOJ I113jutl3w juto(I 1 171 sVzsV VVON • Ll • • 1- 1r1711J1LdL1U11 1'LCl16LC111.,y L1Q.1,a OC -1 VCl r POINT PRECIPITATION FREQUENCY ESTIMATES FROM NOAH ATLAS 14 tv California 33.666 N 116.25 W 6 feet from "Precipitation - Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 3 G.M. Bonnin; D. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service; Silver Spring, Maryland, 2003 Extracted: Thu Apr 28 2005 Corfience Limits," Seasonality Location Maps'. , Other Info.. Grids . Maps Help Does' Precipitation Frequency Estimates (inches) ARl* 5 l0 15 30 60 120 3 6 12 F24] M48 4 7 10 Zda mn min min min min min hr hr hr day day day day day day 0 01-2 ] O 18 0.23 0.31 0.38 0.51 0.59 0.79 0.97 1.05 1.-18 1:28 1.39 1.47 1.58 1.73 1.96 2.11 �5 0.19 0.29 0.37 0.49 0.61 0.81 0.91 1.19 '1.45 1.61 1.82 1.97 2.15 2.27 2.45 2.68 3.02 3.28 10 0.26 0.39 0.49 0.66 Efl 1.05 Kfl 1.51' 1.82 2.04 EE 2.53 2.74 ED 3. i3 3.40 3.83 4.16 25 0.36 0.55 0.69 Efl 1.14 Efl 1.57 1.97 E3fl 2.66 3.14 Efl 3.61 3.84 4.09 4.43 4.95 5.39 50 0.46 0.70 0.86 1.16 1.44 1.76 1.91 2.35 2.75 3.17 3.81 4.06 4.33 4.61 4.89 5.26 F- 587376371 100 0.57 0.87 1.07 1:45 1.79 2.15 2.29 2.77 3.19 3.73 4.56 4.84 5.12 5.45 5.74 6.15 6.77 7.42 200 F6-7 01 1.07 1.32 1.78 2.21 2.60 2.73 3.22 3.66 4.33 E3fl 5.71 Efl 6.38 6.67 7.10 7.76 8.51 500 0.91 1.39 1.72 2.31 2.87 3.28 3.39 3.90 4.34 5.19 6.65 7.00 7.23 7.73 8.00 8.46 9.14 10.06 U0K EflEflEflEE FE EE Efl 4.46 4.90 5.91 7.74 KEIEfl Efl 9.11 9.57 10.24 11.29 ' r"'Texf °version of table`;, 'r +'I 'These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. http:// hdsc. nws. noaa .gov /cgi- binlhdsc/buildout.perl ?type =pf &series =pd &units =us &statena... 4/28/2005 • • r1UL;1P1LLtL1U11 f-1CLjUU111;y "ULd OrlVrl o 10 9 8 7 6 5 4 3 2 M Partial duration based Point Precipitation Frequency Estimates Version' 3 33.666 N 116.25 W 6 ft I "&V - U1 ") 2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 Average Recurrence Interval (years) Thu Apr 28 18:57:18 2005 500 700 1000 Duration 5-min — 48-hr '30-day X 10-min 0 3-hr 41 4-day 15-fil i n .. .... 7-dau 60-day -a- 30 -miry a 12-hr t I -f- 60 -min x 24-hr 20-da6 http:llhdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&series=pd&units=us&statena... 4/28/2005 41 — —4— .7. 2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 Average Recurrence Interval (years) Thu Apr 28 18:57:18 2005 500 700 1000 Duration 5-min — 48-hr '30-day X 10-min 0 3-hr 41 4-day 15-fil i n .. .... 7-dau 60-day -a- 30 -miry a 12-hr t I -f- 60 -min x 24-hr 20-da6 http:llhdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&series=pd&units=us&statena... 4/28/2005 0 • r1c1:1fJ1LdL1U11 riULjUt; 1IL,;y LJ4M JGl VC1 12 11 10 L G 8 ti 7 a E. 11) 5 ti 4 3 i IL G 1! 0 L L L !v I I I I to 4 V7 6 Thu Apr 28 18:57:18 2005 Partial duration based Point Precipitation Frequency Estirnates Version: 3 33.666 N 116.25 W 6 ft p ub- _ -x � ! ! ------- I L L 7- T T 71 7; T T 7- T D) I .0 C - t S - L 7 r0 I_ m .A /4 m -A 10 ;N >_ @ i -0 M -0 3 73 n n 1 I CU 1I , V P .I N 01 1;"- . .I - L L L L L L L 7- T T 71 7; T T 7- T D) I .0 C - t S - L t - r0 m N m .A /4 m -A 10 ;N >_ @ -0 M -0 3 73 n n 1 I CU 1I , V P .I N 01 1;"- . .I I I I I I I I I CD S -+ ku M'r Al A 4 .1 h S IfI i m �D O; Duration -+ -+ N M �r uV Average Recurrence Interval (years) I in 2 -0 1 in 100 - 1 in 5 + t. ir. ;_-JO 1 in 10 E3 1 in 500 + i to 25 - 1 in 1000 8 Confidence Limits - x Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI °r 5 10 15 30 [;�fl 120 3 6 l2 24 Ph 8 4 7 (years) min min min min min hr [hr][hr hr r day day day day day day day 0 0.15 0.23 0.29 0.39 0.48 0.63 0.72 0.97 1.19 1.26 1.38 1.50 1.61 1.71 1.84 2.00 2.27 2.43 0.24 0.37 0.45 0.61 0.76 0.98 1.10 1.47 1.76 1.91 2.12 2.32 2.48 2.64 284 3.09 3.50 3.78 10 0.32 0.48 0.60 0.81 1.00 1.27 1.43 1.85 2.21 2.42 2.74 2.97 3.15 3.37 3.62 3.93 4.43 4.80 25 0.45 0.68 0.84 1.13 1.40 1.72 1.90 2.42 2.83 3.17 3.66 3.95 4.15 4.44 4.75 5.12 5.72 6.22 50 0.56 0.85 1.05 1.42 1.76 2.12 2.30 2.88 3.34 3.78 4.44 4.78 4.99 5.34 5.67 6.10 6.75 7.36 100 0.69 1.06 1.31 1.77 2.19 2.59 2.78 3.41 3.89 4.46 5.33 5.73 5.95 6.33 6.67 7.18 7.87 8.60 200 0.86 1.30 1.62 2.18 2.69 3.13 3.34 3.97 4.49 5.20 6.34 6.78 6.98 7.46 7.79 8.35 9.07 9.91 500 1.12 1.70 2.11 2.84 3.51 4.00 4.20 4.86 5.34 6.31 7.90 8.41 8.56 9.10 9.42 10.03 10.79 11.79 1000 1.36 2.07 2.57 3.46 4.28 4.76 4.94 5.61 6.08 7.22 9.22 9.79 9.96 10.51 10.83 11.44 12.19 13.32 ' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than. - These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval Precipitation Frequency Estimates (inches) I-1 r -1. 11 11 IF f-� �1 �� I-__ -1 r I I I I http : //hdse.nws.noaa. gov /cgi- binlhdselbuildout.perl? type =pf &series =pd &units =us &statena... 4/28/2005 • • rreC1P1L4uvn rrcqucncy "did Ocrvcr 1 U6%' -r V 1 J A 10 15 30 60 120 3 6 12 24 48 10 20 30 45 60 (years) min min min min min hr hr hr hr hr 14�1�j day day day, day day 0 0.10 0.15 0.19 0.25 0.31 0.42 0.49 0.65 0.79 0.89 1.02 1.10 1.20 1.26 1.36 1.50 1.68 1.81 �5 0.16 0.24 0.30 0.40 0.50 0.67 0.75 0.98 1.18 1.36 1.56 1.69 1.83 1.95 2.10 2.32 2.59 2.80 10 0.21 0.32 0.39 0.53 0.66 0.86 0.96 1.23 1.46 1.72 2.01 I 2.17 2.33 2.49 2.67 2.93 3.27 3.54 25 0.29 0.44 OF54OF737 0.90 1.16 1.27 1.58 1.86 2.23 2.65 2.85 3.03 3.25 3.46 3.80 4.20 4.56 50 0.36 0.55 0.68 0.91 1.13 1.40 1.52 1.87 2.18 2.63 3.18 3.41 3.60 3.86 4.11 4.49 4.93 5.35 100 0.43 0.66 Fo_821 1.11 E3fl 1.68 1.80 2.18 2.49 3.06 3.75 4.01 4.23 451147 5.22 5.69 6.18 200 0.52 0.79 0.98 1.32 1.64 1.99 2.11 2.50 2.84 3.50 4.38 4.65 4.86 5.21 5.49 5.95 6.47 7.02 500 0.65 1.00 1.24 1.66 2.06 2.43 2.54 Efl 3.29 4.13 5.30 5.60 Efl 6.21 Efl 7.00 7.54 8.18 1000 0.77 1.17 1.45 1.95 2.42 2.81 2.91 3.31 3.65 4.64 6.05 6.36 6.51 7.03 7.27 7.82 8.34 9.11 The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than. -These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - r � i 120 "t'l 110'"td 100 "bl q0"W 80 1d 70"W 11 h .4"W 11 f; .:? " W 11 F .2"1d These maps were produced using a direct map request from the U.S. Census Bureau Mapping and Cartographic Resources Tiger Map Server. Please read disclaimer for more infoa•madon. LEGEND - State - Connector - County MR Stream l- -1 Indian Resv ,,Military Area LakelPondlOcean National Park - Street Other Park ® Expressway Cj City -- Highway County 10 12 14 1 1 Scale 1: 228583 11 s mi *average- true scale depends on monitor resolution http: //hdsc.nws.noaa. gov/ cgi- binlhdselbuildout.perl ?type=pf &series =pd &units =us &statena... 4/28/2005 rreclpitation rrequency oatia Jerver Other baps /Photographs - ra�;c ..� vi View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph may also be available from this site. A DOQ is a computer - generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information. Watershed /Stream Flow Information Find the Watershed for this location usirig the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information about observing sites in the area, regardless of f their data was used in this study. For detailed information about the stations used in this study, please refer to our documentation. Using the National Climatic Data Center's (CDC) station search engine, locate other climate stations within: .± /= 30.minutes :.� ...OR... +/ =1: degree of this location (33.666/- 116.25). Digital ASCII data can be obtained directly from NCDC. Find Natural Resources Conservation Service (NRCS) SNOTEL (SNOwpack TELemetry) stations by visiting the Western Regional Climate Center's state - specific SNOTEL station maps. Hydrometeorological Design Studies Center DOC /NOAA/National Weather Service 1325 East -West Highway Silver Spring, MD 20910 (301) 713 -1669 Questions ?: HDSC. Quest ions(a)noaa.kov Disclaimer http: //hd§c.nws.noaa. gov/ cgi- bin/hdscibuildout.perl ?type=pf &series =pd &units =us &statena... 4/28/2005 • RATIONAL METHOD CALCULATIONS 100 Year Storm Developed Conditions • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 07/27/05 File:030703da.out ------------------------------------------------------------------------ ANDULASIA TR 31852 DEVELOPED HYDROLOGY SUBAREA A 100 YEAR STORM ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Hacker Engineering, Yucca Valley, California - SIN 794 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation' = 0.380(In.) 100 year, 1 hour precipitation = 1.790(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.790(In /Hr) Slope of intensity duration curve = 0.58b0 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial'area flow distance = 973.000(Ft.) Top (of initial area) elevation = 515.700(Ft.) Bottom (of initial area) elevation = 506.210(Ft.) Difference in elevation = 9.490(Ft.) Slope = 0.00975 s(percent) 0.98 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.783 min. Rainfall intensity = 4.389(In /Hr) for a 100.0 year storm f APARTMENT subarea type Runoff Coefficient = 0.829 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 2) = 32.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 8.954(CFS) Total initial, stream area = 2.460(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** PIPEFLOW.TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 503.000(Ft.) • Downstream point /station elevation = - 500.000(Ft.) Pipe length 282.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.954(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 8.954(CFS) Normal flow depth in pipe = 8.78(In.) Flow top width inside pipe = 30.92(In.) Critical Depth = 11.33(In.) Pipe flow velocity = 6.71(.Ft /s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 13.48 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 7.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 500.000(Ft.) Downstream point elevation = 499.990(Ft.) Channel length thru subarea = 133.500(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or-'Z' of right channel bank = 3.000 Manning's 'N' = 0.024 , Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 8.954(CFS) Depth of flow = 0.588(Ft.), Average velocity = 0.365(Ft /s) Channel flow top width 43.527(Ft.) Flow Velocity = 0.36(Ft /s) • Travel time = ".6.10 min. Time of concentration = 19.58 min. Sub - Channel No. 1 Critical depth = 0.115(Ft.) ' Critical flow top width = 40.691(Ft ' Critical flow velocity= 1.926(Ft/s) ' Critical flow area = 4.649(Sq.Ft) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 7.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number Stream flow area = 2.460(Ac.) Runoff from this stream = 8.954(CFS) Time of concentration = 19:58 min. Rainfall intensity = 3.427(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point. /Station 5.000. * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 509.900(Ft.) Bottom.(of initial area) elevation =. 504.870(Ft.) Difference in elevation = 5.030(Ft.) Slope = 0.00671 s(percent)= 0.67 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.990 min. Rainfall intensity = 4.002(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.713 • 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 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial 'subarea runoff = 20.355(CFS) Total initial stream area = 7:130(Ac.) Pervious area fraction = 0.500. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 * * ** PIPEFLOW.TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 501.370(Ft.) Downstream point /station elevation = 500.000(Ft.) Pipe length = 33.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.355(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow. = 20.355(CFS) Normal flow depth in pipe = 9.48(In.) Flow top width inside pipe = 31.71(In.) Critical Depth = 17.38(In.) Pipe flow velocity = 13.69(Ft /s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.03 min. ++++++++++++++++ft++++++++++++++++++.+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 7.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 500.000(Ft.) Downstream point elevation = 499.990(Ft.) Channel length thru subarea = 42.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 .Estimated mean flow rate at midpoint of channel = 20.955(CFS) Manning's 'N' = 0.024 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 20.955(CFS) Depth of flow = 0.691(Ft.), Average velocity = 0.721(Ft /s) Channel flow top width = 44.146(Ft.) ' Flow Velocity = 0.72(Ft /s) Travel time = 0.97 min. Time of concentration = 16.00 min. Sub- Channel No. 1 Critical depth = 0.203(Ft.) Critical flow top width = 41.219(Ft.) ' Critical flow velocity= 2.540(Ft /s) ' Critical flow area = 8.249(Sq.Ft) Adding area flow to channel UNDEVELOPED (.good cover) subarea Runoff Coefficient = 0.575 ' , 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 2) = 38.00 Pervious .area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.853(In /Hr) for a 100.0 year storm • Subarea runoff = 0.931(CFS) for 0.420(Ac.) Total runoff = 21.286(CFS) Total area = 7.550(Ac.) +++++ t+++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 7.000 * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 'I 7.550(Ac.) Runoff from this stream = 21.286(CFS) Time of concentration = 16.00 min. Rainfall intensity = 3.853(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. . (CFS) (min) (In /Hr) 1 8.954 19.58 3'.427 2 21.286 16.00 3.853 Largest stream flow has longer or shorter time of concentration QP = 21.286 + sum of Qa Tb /Ta 8.954 * 0.817 Qp = 28.603 Total of 2 streams to confluence: Flow rates before confluence point: 8.954 21.286 Area of streams before confluence: 2.460 7.550 Results of confluence: Total flow rate = 28.603(CFS) Time of concentration = 16.002 min. Effective stream area after confluence = 10.010(Ac.) End of computations, total study area = 10.010 (Ac.) I • RATIONAL METHOD CALCULATIONS 10 Year Storm Developed Conditions 0 �J Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.1 Rational Hydrology Study Date: 07/27/05 File:030703da.out. -------------------------------------- 7 --------------------------------- ANDULASIA TR 31852 DEVELOPED HYDROLOGY SUBAREA A 10 YEAR STORM ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2.year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.790(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.960(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 973.000(Ft.) Top (of initial area) elevation = ' 515.700(Ft.) Bottom (of initial area) elevation = 506.210(Ft.) Difference in elevation = 9.490(Ft.) Slope = 0.00975 s(percent)= 0.98 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.783 min. Rainfall intensity = 2.354(In /Hr) for a 10.0 year storm APARTMENT, subarea type Runoff Coefficient = 0.802 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 2) = 32.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.642(CFS) Total initial stream area = 2.460(Ac.) Pervious area fraction = 0.200 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 503.000(Ft.) Downstream point /station elevation = 500.000(Ft.) Pipe length = 282.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.642(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 4.642(CFS) Normal flow depth in pipe = 6.34(In.) Flow top width inside pipe = 27.43(In.) Critical Depth = 8.07(In.) Pipe flow velocity = 5.54(Ft /s) Travel time through 'pipe = 0.85 min. Time of'concentration (TC) = 13.63 min +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +t + + + + ++ Process from Point /Station 3.000 to Point /Station 7.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 500.000(Ft.) Downstream point elevation = 499.990(Ft.) Channel length thru subarea = 133.500(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Manning's 'N' = 0.024 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 4.642(CFS) Depth of flow = 0.397(.Ft.), Average velocity = 0.284(Ft /s) Channel flow top width = 42.384(Ft.) Flow Velocity = 0.28(Ft /s) • Travel time ..7.85 min. Time of concentration = 21.48 min. Sub - Channel No. 1 Critical depth = 0.074(Ft.) Critical flow top width = 40.445(Ft ' Critical flow velocity= 1.555(Ft /s) ' Critical flow area = 2.985(Sq.Ft) +++++++++++ f+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 7.000 ****-CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number Stream flow area = 2.460(Ac.) Runoff from this stream = 4.642(CFS) Time of concentration = 21.48 min. Rainfall intensity = 1.742(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 509.900(Ft.) Bottom (of initial area) elevation = 504.870(Ft.) Difference in elevation = 5.030(Ft.) • ,Slope = 0 ".00671 s(percent)= 0.67 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.990 min. Rainfall intensity = 2.146(In /Hr) for a 10.0 year storm • LJ SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.644 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 2) = 32.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 9.854(CFS) Total initial stream area = 7.130(Ac Pervious area fraction = 0.500 fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 501.370(Ft.) Downstream point /station elevation = 500.000(Ft:) Pipe length = 33.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.854(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 9.854(CFS) Normal flow depth in pipe = 6.60(In.) Flow top width inside pipe = 27.87(In.) Critical Depth = 11.90(In.) Pipe flow velocity = 11.08(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.04 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 7.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 500.000(Ft.) Downstream point elevation = 4- 99.990(Ft.) Channel length thru subarea = 42.000(Ft Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.024 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 10.145(CFS) Depth of flow = 0.449(Ft.), Average velocity = Channel flow top width = 42.692(Ft.) Flow Velocity = 0.55(Ft /s) Travel time = 1.28 min. Time of concentration = 16.32 min. 10.145(CFS) 0.547(Ft /s) Sub - Channel No. 1 Critical depth = 0.125(Ft.) ' Critical flow top width = 40.750(Ft.) ' Critical flow velocity= 2.010(Ft /s) ' Critical flow area = 5.047(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.436 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 2) = 38.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.043(In /Hr) for a 10.0 year storm Subarea runoff = 0.374(CFS) for 0.420(Ac.) Total runoff = 10.228.(CFS) Total area = 7.550(Ac.) +++++++ .+- I-++++++++++++++++++++++++++ +.+ + + + + + + +-I' + + +-I- + + + + + +..... + +T + + + ++ Process from Point /Station 6.000 to Point /Station 7.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main_ Stream number: 1 in normal stream number 2 Stream flow area = 1 7.550(Ac.) Runoff from this stream = 10.228(CFS) Time of concentration = 16.32 min. Rainfall intensity = 2.043(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 . 4.642 21.48 1.742 2 10.228 16.32 2.043 Largest stream flow has longer or shorter time of concentration Qp = 10.228 + sum of Qa Tb /Ta 4.642 * 0.760 = 3.528 Qp = 13.756 Total of 2 streams to confluence: Flow rates before confluence point: 4.642 -- 10.228 Area of streams before confluence: 2.460 7.550 Results of confluence: Total flow rate = 13.756(CFS) Time of concentration = 16.321 min. Effective stream area after confluence = 10.010(Ac.) End of computations, total study area = 10.010 (Ac.) m s 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 - 1999, Version 6.0 Study date 04/29/05 File: 030703ha1100.out ........................................... 1 ....................... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - SIN 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- ANDULASIA TR 31852 DEVELOPED CONDITIONS_ SUBAREA A 1 HOUR 100 YEAR STORM ----------------------------------_ ------- --------------------------- Drainage Area = 10.01(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 25% of lag time = 3.19 Min. 40% of lag time = 5.11 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 0.38 3.80 r 100 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] Weighting[1 *2] 10.01 1.79 17.92 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.380(In) Area Averaged 100 -Year Rainfall = 1.790(In) Point rain (area averaged)— 1.790(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.790(In) • Sub -Area Data: Area(Ac.) Runoff Index Impervious % 10.010 32.00 0.550 Total Area Entered = 10.01(Ac.) • • RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /IHr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32;0 32.0 0.742 0.550 0.375 1.000 0.375 Sum (F) = 0.375 Area averaged mean soil loss (F) (In /Hr) = 0.375 Minimum soil loss rate ((In /Hr)) = 0.187 (for 24 hour storm duration) Soil low loss rate'(decimal) = 0.460 --------------------------------------------------------------------- Slope of -------------------------------------------=-------------------------- intensity- duration curve for a 1 hour storm = 0.5800 U n i t H y d r o g r a p h -------------------------------------------------------------------- DESERT S -Curve Unit Hydrograph Data -----------------------------=--------------------------------------- I Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0:083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519' 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0:106 14 1.167 547.731. 0.799 0.081 15 1.250 58.6.854 0.565 0.057 16 1.333 625,978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 Sum = 100.000 Sum= 10.088 Unit Time Pattern. Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr)' 1 0.08 3.60 0.773 0.375 - -- 0.40 2 0.17 4.20 0.902 0.375 - -- 0.53 3' 0.25 4.40 0.945 0.375 - -- 0.57 4 0.33 4.60 0.988 0.375 - -- 0.61 5 0.42 5.00 1.074 0.375 - -- 0.70 6 0.50 5.60 1.203 0.375 0.83 7 0.58 6.40 1.375 0.375 - -- 1.00 8 0.67 8.10 1.740 0.375 - -- 1.37 9 0.75 13.10 2.814 0.375 - -- 2.44 10 0.83 34.50 7,410 0.375 - -- 7.04 11 0.92 6.70 1.439 0.375 - -- 1.06 12 1.00 3.80 0.816 0.375 - -- 0.44 Sum = 100.0 Sum = 17.0 Flood volume = Effective rainfall 1.42(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.2(Ac.Ft) Total soil loss = 0.37(In) Total soil loss = 0.313(Ac.Ft) Total rainfall = 1.79(In) Flood volume = 51420.5 Cubic Feet Total soil loss = 13615.6 Cubic Feet - - - - -• --------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 30.229(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 = 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--- 10_0 20_0 Q(CFS)-- 0- 30_0 40.0 • - - - - - -- - - - - -- - - - - -- -.- 0+ 5 0.0007 0.11 Q I I I I 0 +10 0.0059 0.75 Q I I I I 0 +15 0.0208 2.17 V Q I I I I 0 +20• 0.0436 3.31 IV Q I I I 0 +25 0.0721 4.13 1 V Q I I I I 0 +30 0.1056 4.87 1 VQ I I I I 0 +35 0.1451 5.74 1 VQ I I I I 0 +40 0.1927 6.90 1 Q I I I- 0 +45 0.2530 8.76 1 Q I I I I 0 +50 0.3450 13.35 1 IV Q I I I 0 +55 0.5035 23.03 1 1 V I Q I I ' 1+ 0 .0.7117 30.23 1 I 1 V Q I 1+ 5 0.8514 20.28 1 I Q V I I 1 +10 0.9401 12.87 1 1 Q I IV I 1 +15 0.9984 8.47 1 Q I I I V I r 1 +20 1.0397 6.00 1 Q I I I V I 1 +25 1.0711 4.56 1 Q I I I V I 1 +30 1.0947 3.43 1 Q I I I V I 1 +35 1.1135 2.73 1 Q. I I I V I 1 +40 1.1286 2.19 1 Q I I I V I 1 +45 1.1407 1.75 IQ I I I V I 1 +50 1.1502 1.39 IQ I I I V I 1 +55 1.1576 1.07 IQ I I I VI 2+ 0' 1.1631 0.80 Q I I I VI 2+ 5 1.1674 0.63 Q I I I VI 2 +10 1.1715 0.60 Q I I I VI 2 +15 1.1752 0.53 Q I I I VI 2 +20 1.1779 0.39 Q I I I VI to J ----------------------------------------------------------------------- n I I I Z0'0 S08T'T SE +Z In I I I S0'0 E08T'T H+71, In I I I TE'0 008T'T SZ +Z 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 - 1999, Version 6.0 Study date 04/29/05 File: 030703ha3100.out ..... + + + + + + ++r + ++ ++ + + + + + + + + + +.... .F++- 1.... . + + + + + + ++ + + + +..... + + + + + + + + + + + ++ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic.Unit Hydrology Method .RCFC & WCD Manual date-- April 1978 Hacker Engineering, Yucca Valley, California - SIN 794 ---------------------------------------------------------- ----------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------------------- ---------------------- ---- ANDULASIA TR 31852 DEVELOPED CONDITIONS SUBAREA A 3 HOUR 100 YEAR STORM ---------------=---------------------------------------------------- Drainage Area = 10.01(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 25% of lag time = 3.19 Min. 40% of lag time = 5..11 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 0.59 5.91 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 2.29 22.92 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = .0.590(In) Area Averaged 100 -Year Rainfall = 2.290(In) Point rain (area averaged) = 2.290(In) Areal.adjustment factor = 100.00 0 Adjusted average point rain = 2.290(In) U n i t H y d r o g r a p h Sub -Area Data: Area(Ac.) Runoff Index Impervious % 10.010 32.00 0.550 -------------------------------------------------------------------- Total Area Entered = 10.01(Ac.) Hydrograph Data RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F. AMC2 AMC -2 (In /fir) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 32.0 0.742 0.550 0.375 1.000 0.375 (hrs) --------------------------------------------------------------------- Sum (F) = 0.375 Area averaged mean soil loss (F) (In /Hr) = 0.375 Minimum soil loss rate ((In /Hr)) 0.187 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.460 ---------------------------=----------------------------------- - - - - -- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0..417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 0.565 0.057 16 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 ----------------------------------------------------------------------- Sum = 100.000 Sum= 10:088 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1..30 0.357 0.375 0.164 0.19 2 0.17 .1.30 0.357 0.375 0.164 0.19 3 0.25 1.10 0.302 0.375 0_139 0.16 4 0.33 1.50 0.412 0.375 0.04 5 0.42 1.50 0:412 0.375 - -- 0.04 6 0.50 1.80 0.495 0.375 - -- 0.12 7 0.58 1.50 0.412 0.375 0.04 8 0.67 1.80 0.495 - -- 0.375 0.12 9 0.75 1.80 0.495 0.375 - -- 0:12 10 0.83 1.50 0.412 0.375 - -- 0.04 11 0.92 1.60 0.440 0.375 - -- 0.06 12 1.00 1.80 0.495 0.375 - -- 0.12 13 1.08 2.20 0.605 0.375 - -- 0.23 14 1.17 2.20 0.605 0.375 - -- 0.23 15 1.25 2.20 10.605 0.375 - -- 0.23 16 1.33 2.00 0.550 0.375 - -- 0.17 17 1.42 2.60 0.714 0.375 - -- 0.34 18 1.50 2.70 0.742 0.375 - -- 0.37 19 1.58 2.40 0.659 0.375 - -- 0.28 20 1.67 2.70 0.742 0.375 - -- 0.37 21 1.75 3.30 0.907 0.375 - -- -9.53 22 1.83 3.10 0.852 0.375 - -- 0:48 23 1.92 2.90 0.797 0.375 - -- 0.42 24 2.00 3.00 0.824 0.375 - -- 0.45 25 2.08 3.10 0.852 0.375 - -- 0.48 26 2.17 4.20 1.154 0.375 - -- 0.78 27 2.25 5.00 1.374 0.375 - -- 1.00 28 2.33 3.50 0.962 0.375 - -- 0.59 29 2.42 6.80 1.869 0.375 - -- 1.49 30 2.50 7.30 2.006 0.375 - -- 1.63 31 2.58 8.20 2.253 0.375 - -- 1.88 32 2.67 5.90 1.621 0.375 - -- 1.25 33 2.75 2.00 0.550 0.375 - -- 0.17 34 2.83 1.80 0.495 0.375 0.12 35 2.92 1.80 0.495 - -- 0.375 0.12 36 3.00 0.60 0.165 0.375 0.076 0.09 Sum = 100.0 Sum = 14.9 Flood volume = Effective rainfall 1.25(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.0(Ac.Ft) Total soil loss = 1.04(In) Total soil loss = 0.871(Ac.Ft) Total rainfall = 2.29(In) Flood volume = 45252.5 Cubic Feet Total soil loss = 37954.0 Cubic Feet -----------------------------7-------------------------------------- Peak flow rate of this hydrograph = 13.427'(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M r' R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) ----------------------------------------------------------------------- -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0004 0.05 Q I I I I 0 +10 0.0027 0.34 Q I I I I 0 +15 0.0091 0.92 VQ I I I I • 0 +20 0+25 0.0172 0.0246 1•.17 V Q 1.07 V Q I I I I I 1 I I 0 +30 0.0300 0.78 IQ I ( I I 0 +35 0.0350 0.73 IQ I I I 1 0 +40 0.0406 0.81 IQ I I I I 0 +45 0.0459 0.78 IQ I I I I 0 +50 0.0523 0.92 IQV I I I I 0 +55 0.0584 0.90 IQV I I I I 1+ 0 0.0636 0.75 IQV- I I I I 1+ 5 0.0694 0.84 IQV I I I I 1 +10 0.0774 1.16 1 Q I I I i 1 +15 0.0883 1.58 1 Q I I I I 1 +20 0.1007 1 1.80 1 Q I I I I 1 +25 0.1137 1.89 1 QV I I I I 1 +30 0.1280 2.08 1 Q I I I I 1 +35 0.1457 2.57 1 Q I I I 1 +40 0.1652 2.83 1 QV I I I I 1 +45 0.1855 2.95 1 Q V I 1 I I 1 +50 0.2091 3.42 1 Q V I I I- I 1 +55 0.2365 3.98 I Q VI I I I 2+ 0 0.2649 4.12 1 Q V I I I 2+ 5 0.2934 4.14 1 Q IV I I I 2 +10 0.3234 4.35 1 Q I V I I I 2 +15 0.3580 5.03 1 Q V I I I 2 +20 0.4012 6.27 1 1 Q V I I I 2 +25 0.4504 7.14 1 1 Q V I I I 2 +30 0.5056 8.01 1 1 Q VI I I 2 +35 0.5799 ,10.78 1 1 IQV I I 2 +40 0.6685 12.87 1 I 1 Q I 1 2 +45 0.7610 13.43 1 I 1 Q VI I 2 +50 0.8365 10.97 1 1 IQ I V 2 +55 0.8865 -- 7.25 1 1 Q I I V I 3+ 0 0.9222 5.19 1 Q I I V I 3 +•5 0.9499 4.01 1 Q I I I V I 3 +10 0.9711 3.08 1 Q I I I V 3 +15 0.9867 2.27 1 Q I I I V I 3 +20 0.9985 1.71 1 Q I I I V 1 3 +25 1.0077 1.34 1 Q I I I V I 3 +30 1.0150 1.06 1 Q I I I VI 3 +35 1.0208 0.83 IQ I I I VI 3 +40 1.0252 0.65 IQ I I I VI 3 +45 1.0287 0.51 IQ I I I VI 3 +50 1.0315 0.41 Q I I I VI 3 +55 1.0338 0.33 Q' I I I VI 4+ 0 1.0358 0.29 Q I I I VI 4+ 5 1.0372 0.21 Q I I I VI 4 +10 1.0381 0.13 Q I I I VI 4 +15 1:0386 0.07 Q I I I VI 4 +20 1.0387 0.02 Q I I I VI 4 +25 1.0388 0.01 Q I I I VI 4 +30 1.0388 0.01 Q I I I VI 4 +35 ----------------------------------------------------------------------- 1.0389 0.00 Q I I I V . U n i t H y d r o.g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN,, 1989 - 1999, Version 6.0 Study date 04/29/05 File.: 030703ha6100.out ..................... .......................................... A...... ++ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - 'S /N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- ANDULASIA TR 31852 DEVELOPED CONDITIONS SUBAREA A 6 HOUR 100, YEAR STORM ' -------------------------------------------------------------------- Drainage Area = 10.01(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 25% of lag time = 3.19 Min. 400 of lag time = 5.11 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 0.79 7.91 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 2.77 27.73 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.790(In) Area Averaged 100 -Year Rainfall = 2.770(In) • Point rain (area averaged) = 2.770(In.) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.770(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 10.010 32.00 0.550 Total Area Entered = 10.01(Ac.) RI RI Infil. Rate Impervious Adj..,Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 32.0 0.742 0.550 0.375 1.000 0.375 Sum (F) = 0.375 Area averaged mean soil loss (F) (In /Hr) = 0.375 Minimum soil loss rate ((In /Hr)) = 0.187 (for 24 hour storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.460 - U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13� 1,083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 0.565 0.057 16 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0:047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 ----------------------------- Sum 7 ----------------------------------------- = 100.000 Sum= 10.088 Unit. Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.166 0.375 0.076 0.09 2 0.17 0.60 0.199 0.375 0.092 0.11 3 4 0.25 0.60 0.33 0.60 0.199 0.199 0.375 0.092 0.375 0.092 0.11 0.11 5 0.42 0.60 0.199 0.375 0.092 0.11 Z8'0 - -- SL£'0 L6T'T 09'£ LT'S Z9 99'0 - -- SL£'0 0£0'T OT'£ 80'S T9 6b'O - -- SL£'0 b98'0 09'Z- 00'S 09 9b'0 - -- SL£'0 T£8'0 OS'Z Z6'b 6S Zb'0 - -- SL£'0 86L'0 Ob'Z £8'b 8S Zb'0 - -- SL£'0 86L'0 Ob'Z SL'b LS 6£'0 - -- SL£'0 b9L'0 0£'Z L9'b 9S 9£'0 - -- SL£'0 T£L'0 OZ'Z 89'b SS Z£'0 - -- SL£'0 869'0 OT'Z OS'b bS Z£'0 - -- SL£'0 869'0 OT'Z Zb'b '£S 6Z'0 - -- SL£'0 S99'0 00'Z ££'b ZS 9Z'0 - -- SL£'0 Z£9'0 06'T SZ'b TS ZZ'0 - -- SL£'0 86S'0 08'T LT'b OS 61'0 - -- SL£'0 S9S'0 OL'T 80'b 6b 9T'O - -- 9L£'0 Z£S'0 09'T 00'b 86 9T'0 - -- SL£'0 Z£S'0 09'T Z6'£ Lb ZT'0 - -- SL£'0 66b'0 OS'T £8'£ 9b ZT'0 - -- SL£'0 66b'0 OS'T SL'£ Sb 60'0 - -- SL£'0 S9b'0 Ob'T L9'£ bb 60'0 - -- SL£'0 S9b'0 Ob'T 8S'£ £b 90'0 - -- SL£'0 Z£b'0 OUT OS'£ Zb Z0'0 - -- SL£'0" 66£'0 OZ'T Zb'£. Tb OZ'0 89T'0 SL£'0 99£'0 OT'T ££'£ 0b OZ'O 89T'O SL£'0 99£'0 OT'T SZ'£ 6£ " OZ'O 89T'0 SL£'0 99£'0 OT'T LT'£ 8£ 8T'0 £.ST'0 SL£'0 Z££'0 00'T 80'£ L£. 8T'O £ST'0 SL£'0 Z££'0 00'T 00'£ 9£ 8T'O £ST'0 SL£'0 Z££'0 00'T Z6'Z S£ 8T'0 £ST'0 SL£'0 Z££'0 00'T £8'Z b£ 8T'O £ST'0 SL£'0 Z££'0 00'T SL'Z E£ 9T'0 8£T'O SL£'0 66Z'O 06'0 L9'Z Z£ 9T'0 8£T'O SL£'0 66Z'O 06'0 8S'Z TE 9T'0 8£T-'O 9L£'0 66Z'0 06'0 OS'Z 0£ 9T'0 8£T'O SL£'0 66Z'0 06'0 Zb'Z 6Z 9T'0 8£T'0 SL£'0 66Z'0 06'0 ££'Z 8Z 9T'O 8£T'O SL£'0 66Z'0 06'0 SZ'Z LZ 9T'O 8£T'0 SL£'0 66Z'0 06'0 LT'Z 9Z bT'0 ZZT'O S.L£'0 99Z'0 08'0 80'Z SZ 9T'0 8£T'0 SL£'0 66Z'0 06'0 00'Z bZ bT'0 ZZT'O SL£'0 .99Z'0 08'0 Z6'T •£Z bT'0 ZZT'O SL£'0 99Z'0 08'0 £8'T ZZ bT'Q ZZT'O SL£'0 99Z'0 08'0 SL'T TZ bT'0 ZZT'O SL£'0 99Z'0 08'0 L9'T OZ bT'0 ZZT'O SL£'0 99Z'0 08'0 8S'T 6T bT'0 ZZT'O SL£'0 99Z'0 08'0 OS'T 8T bT'O ZZT'O SL£'0 99Z'0 08'0 Zb'T LT bT'O ZZT'O SL£'0 99Z'0 08'0 ££'T 9T bT'O ZZT'O 9L£'0 99Z'01, 08'0 SZ'T ST bT'O ZZT'O SL£'0 99Z'0 08'0 LT'T bT bT'0 ZZT'0 SL£'O 99Z'0 08'0 80'T £T bT'O ZZT'O SL£'0 99Z'0 08'0 00'T ZT £T'0 LOT'O SL£'0 ££Z'0 OL'O Z6'O TT £T'0 LOT'O SL£'0 ££Z'0 OL'O £8'0 OT £T'0 LOT'O SL£'0 ££Z'0 OL'0 SL'0 6 £T'0 LOT'O SL£'0 ££Z'0 OL'0 L9'0 8 £T'0 LOT'O SL£'0 ££Z'0 OL'0 8S'0 L £T'0 LOT'O SL£'0 ££Z'0 OL'O OS'0 9 63 5.25 3.90 1.296 0.375 - -- 0.92 64 5.33 4.20 1.396 0.375 1.02 65 5.42 4.70 __- 1.562 0.375 1.19 66 5.50 5.60 1.861 0.375 - -- 1.49 67 5.58 1.90 0.632 0.375 - -- 0.26 68 5.67 0.90 0.299 0.375 0.138 0.16 69 5.75 0.60 0.199 0.375 0.092 0.11 70 5.83 0.50 0.166 0.375 0.076 0.09 71 5.92 0.30 0.100 0.375 0.046 0.05 72 6.00 0.20 10.066 0.375 0.031 0.04 Sum = 100.0 Sum = 17.7 Flood volume = Effective rainfall 1.47(In) times area 10.0(Ac.) /[(In) /(Ft.)J = 1.2(Ac.Ft) Total soil loss = 1.30(In) Total soil loss = 1.081(Ac.Ft) Total rainfall = 2.77(In) - Flood volume = 53577.2 Cubic Feet Total soil loss = 47070.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 9.976(CFS) -----------------------------7-------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M R u n o f f H y d r o g.r a p h -----------=-------------------------------------------=------------ Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac-.Ft Q( CFS)-- 0-------- 2- 5------- 5_0------- 7.5 - - - -- -10.0 0+ 5 0.0002 0.02 Q I I I I ' 0 +10 0.0013 0.17 Q I I I I 0 +15 0.0045 0.47 VQ I I I I 0 +20 0.0091 0.67 V Q I I I I 0 +25 0.0146 0.79 V Q I I I I 0 +30 0.0205 0.87 V Q I I I I 0 +35 0.0270 0'.94 V Q I I I I 0 +40 0.0342 1.04 IV Q I I I I 0 +45 0.0418 1.10 IV Q I I I I 0 +50 0.0496 1.14 IV Q I I I I 0 +55 0.0576 1.17 IV Q I I I I 1+ 0 0.0659 1.19 1 V Q I I I I 1+ 5 0.0744 1.24 1 V Q I I I I 1 +10 0.0834 1.31 1 V Q I 1 +15 0.0927 1.35 1 V Q I I I I 1 +20 0.1022 1.37 1.�V Q I I I I 1 +25 0.1117 1.39 1 V Q I I I I 1 +30 0.1214 1.41 1 V Q I I I I 1 +35 0.1312 1.42 1 VQ I I I I 1 +40 0.1410 1.43 1 VQ I I I I 1 +45 0.1509 1.43 1 VQ I I I I 1 +50 0.1608 1.44 1 Q I I I I 1 +55 0.1707 1.44 1 :Q I 2+ 0 0.1807 1.45 1 Q I I I I 2+ 5 0.1908 1.47 I QV I I I I 2 +10 0.2012 1.51. 1 Q I I I I 2 +15 0.2116 1.51 1 Q I I I I IA I I I £T'0 68ZZ'T 0 +L IA I I I 6T'0 08ZZ'T SS +9 IA I I I 6Z'0 L9ZZ'T OS +9 IA I I I i31 6Z'0 OSZZ'T S6 +9 IA I. I I 01 9£'0 o£ZZ'T 06 +9 IA I I I aI 96'0 SHZ'T S£ +9 IA I I I I 69'0 £LTZ'T o£ +9 IA I I I 1 SL'0 ££TZ'T SZ +9 IA I I ( 1 L6'0 T80Z'T OZ +9 IA I I I I 9Z'T 6TOZ'T ST +9 I A I I I b 1 L9'T LZ6T'T OT +9 I A I I l a 1. 6T'Z ZT8T'T S +9 I A I 6L'Z Z99T'T• 0 +9 I A I I I 1 99'£ OL6T'T SS +S I A I l i3 I 1 89'6 SZZT'T OS +S I A I I I I 69'9 Z060'T S6 +S I A I I I 1 09'6 8660'T 06 +S ►� Al I I 1 86'6 88L6'0 S£ +S I IA I I I 98'8 0OT6'0 o£ +S I 0 A I I I 6L'L 0668'0 SZ +S I I OA I I I 6L'9 LS6L'O OZ +S I I A I I I L9'S £66L'0 ST +S I I A I I I 6L'6 ZOTL'O OT +S I I A I I I ZZ'6 9LL9'0 S +S I I Al 0 1 1 Z6'£ S869'0 0 +S I I A I 1 TL'£ 9TZ9'0 SS +6 I I IA i3 I I L6'£ 6S69'0 oS +6 I I I A I 1 6T'£. TZLS'0 S6 +6 I I I A I 66'Z _TOSS'0 06 +6 I I I A I 6L'Z 86ZS'O S£ +6 I I I A I 66'Z OTTS'o 0£ +6 I A I 1 ZZ'Z 8£66'0 SZ +6 I I •1 A 1 b 1 96 -T 98L6'O OZ +6 I I I A 1 1 ZL'T OS96'0 ST +6 I I I A I i3 I ZS'T Z£S6'0 OT +6 I I I A I I o6'T SZ66'0 S +6 I I I A I I LZ'T Z££6'o o +6 I I I A I I 8T'T 66Z6'o SS +£ I I I A I I 60'T £9T'6'0 OS +£ I I I A I i3 I 90'T .8806'0 S6 +£ I I I A l b I. 60'T ST06'0 06 +£ A I 1 8T'T £66£'0 S£ +£ I I I A I i3 I £9'T Z98£'0 0£ +£ I I I A I 1 98'T OSL£'0 SZ +£ I I I Al 0 1 L8'T TZ9£'O OZ +£ I I I Al a 1 T8'T Z66£'O ST +£ I I I A I 8L'T L9££'0 OT +£ I I I A I 9L'T i, S6Z£'0 S +£ I I I A i3 1 6L'T 6ZT£'0 0 +£ I I I IA 0 1 TL'T 6O0£'0 SS +Z I I I IA 0 1 99'T L88Z'0 OS +Z I I I IA b 1 Z9'T £LLZ'0 96 +Z I I I I A 0 1 T9'T Z99Z'0 06 +Z I I I I A 0 I 09'T- TSSZ'O S£ +Z I I I I AO I 6S' T T6.6Z' 0 0£ +Z I I I I AO I 8S'T T££Z'O. SZ +Z I I I I A6 I SS'T £ZZZ'o oZ +Z i • -- --------- _ _ _ _ _ _ IA I I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 b. _ _ _ _ _ _ _ _ 00' 0 _ _ _ _ _ _ _'- _ _ _ _ ONU T _ _ _ _ _ _ _ _ _ _ _ _ SE +L In I I I b 00'0 OOEZ'T OE +L In TO'O 66ZZ'T SZ +L In I I I 0 TO'0 66ZZ'T OZ +L In I I I b ZO'O 86ZZ'T ST +L In I I I EO'0 L6ZZ'T OT +L In I I h 0 80'0 96ZZ'T S +L 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 - 1999, Version 6.0 Study date 04/29/05 File: 030703ha24100.out T 1... ." f" "f ...... +. + i. ++ {. + + ++ 1 .... + ............. + j..i" "t . "' ... +. +. T ."f ......... +.. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------- - - - - -- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------=------------------------------------------------------- ANDULASIA TR 31852 DEVELOPED CONDITIONS SUBAREA A 24 -HOUR -100 YEAR STORM • -----=---------------------------------=----------------- i = 10.01(Ac.) 0.016 Sq. Mi. Drainage Area USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. i 25% of lag 'time = 3.19 Min. 40% of lag time = 5.11 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)[21 Weighting[1 *2] 10.01 1.05 10.51 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *2] 10.01 3.73 37.34 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.050(In) Area Averaged 100 -Year Rainfall = 3.730(In) • Point rain (area averaged) = 3.730(In) Areal adjustment factor = 100.00 Adjusted average point rain = 3.730(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 10.010 32.00 0.550 Total Area Entered = 10.01(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In %Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 32.0 0.742 0.550 0.375 1.000 0.375 Sum (F) = 0.375 Area averaged mean soil loss (F) (In /Hr) = 0.375 Minimum soil loss.rate ((In /Hr)) = 0.187 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.460 - U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 .3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618. 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 0.565 0.057 16 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 .0.047. 18 1.500 704.225 0.468 .0.047 t 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 --------------------------------------------------------------------=-- Sum = •100.000 Sum= 10.088 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) 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I I 9T'O 69TZ'T Oz +£Z IA I I I LT'O 89TZ'T ST +£Z IA I I I i3 LT'O 9bTZ'T OT +£Z IA I I I LT'O I S£TZ'T S +£z IA I I I i3 LT'O £ZTZ'T 0 +£Z IA I I I LT'O ZTTZ'I SS +ZZ IA I I I LT'O OOTZ'I OS +ZZ IA I I I i3 LT'O 680Z'T 9S +ZZ IA I I I 8T'0 LLOZ'T O6 +ZZ IA i I I 8T'O 690Z'T S£ +ZZ IA I I I i0 6T'o ZSOZ'T 0£ +ZZ .IA I I I TZ'O 8£OZ'T SZ +ZZ IA I I I Zz'o bZOZ'T oz +ZZ • • c 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 - 1999, Version 6.0 Study date 10/05/05 File: 030703H1500.out ................................ i'....................................... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------- - ------------------------------------- TR 31852 SUBAREA "A" DEVELOPED CONDITIONS 1 HOUR 500 YEAR STORM --------- ----- -------- ---------- --_----------- ---- ---- --------- - - - - -- Drainage Area = 10.01(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min 25% of lag time = 3.19 Min. 40% of lag time = 5.11 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 0.38 3.80 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 1.79 17.92 STORM EVENT (YEAR) = 500.00 Area Averaged 2 -Year Rainfall = 0.380(In) Area Averaged 100 -Year Rainfall = 1.790(In) Point rain (area averaged)'= 2.370(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.370(In) U n i t H y d r o g Sub -Area Data: Area(Ac.) Runoff Index Impervious % 10.010 32.00 0.550 Total Area Entered = 10.01(Ac.) period Time % of lag Distribution Unit RI RI Infil. Rate Impervious Adj., Infil. Rate Areas F AMC2 AMC -3 (In /�r) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.550 0.279 1.000 0.279 78.247 15.060 1.519 Sum (F) 0.279 Area averaged mean soil loss (F) (In /Hr) = 0.279 Minimum soil loss rate ((In /Hr)) = 0.139 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.460 _ Slope of intensity- duration curve for a 1 hour storm = 0.58,00 -------------------------------------------------- -------- U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data -------------------------------------------=------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 .3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 .0:348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081' 15 1.250 586.854 0.565 0.057 16. 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 -------------------------=--------------------------------------------- Sum = 100.000 Sum= 10.088 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 3.60 1.0.24 0.279 - -- 0.75 2 0.17 4.20 .1.194 0.279 ___ 0.92 3 0.25 4.40 1.251 0.279 0.97 4 0.33 4.60 1,308 0.279 - -- 1.03 5 0.42 5.00 1,422 0.279 - -- 1.14 6 0.50 5.60 1.593 0.279 1.31 7 0.58 6.40 1.820 0.279 - -- 1.54 8 0.67 8.10 2.304 0.279 - -- 2.02 9 0.75 13.10 3.725 0.279 - -- 3.45 10 0.83 34.50 9.811 0.279 - -- 9.53 11 0.92 6.70 1.905 0.279 - -- 1.63 12 1.00 3.80 1.081 0.279 - -- 0:80 Sum = 100.0 1 Sum = 25.1 Flood volume = Effective rainfall 2.09(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.7(Ac.Ft) Total soil loss = 0.28(In) Total soil loss = 0.232(Ac.Ft) Total rainfall = 2,.37(In) Flood volume = 75990.6 Cubic Feet Total soil loss = 10121.8 Cubic Feet --------------------------------7----------------------------------- Peak flow rate of this hydrograph = 42.123(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - 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 12.5 25.0 37.5 50.0 -- 0 +- 5-- - - - - -0 0- 20-- Q--- - - - - -- --- - - - - -- --- - - - - -- ---- - - - - -I 0014------ 0 +10 0.0109 1.38 VQ I I I I 0 +15 0.0379 3.92 V Q I I I I 0 +20 0.0779 5.81 IV Q I I I I 0 +25 0.1267 7.09 I V Q I I I I 0 +30 0.1833 8.21 1 V Q I I I I 0 +35 0.2484 9.46 1 V Q I I I I 0 +40 0.3247 11.08 1 VQ I I I I 0 +45 0.4183 13.59 1 VQ I I I 0 +50 0.5541 19.71 1 1 V Q I I I 0 +55 0.7783 32.56 1 1 V I Q I I 1+ 0 1.0684 42.12 1 1 1 V I Q I 1+ 5 1.2676 28.92 1 1 1 Q VI I 1 +10 1.3970 18.80 1 1 Q I I V I 1 +15 1.4818 12.31 1 QI I I V I 1 +20 1.5415 8.68 1 Q I I I V I 1 +25 1.5869 6.58 I Q I I I V 1 1 +30 1.6210 4.96 1 Q I I I V 1 1 +.35 1.6482 3.95 1 Q I I I V I 1 +40 1.6700 3.17 I Q I I I V 1 1 +45 1.6874 2.52 1 Q I ( I V I 1 +50 1.7011 2.00 IQ l I I VI 1 +55 1.7117 1.54 IQ I I I VI 2+ 0 1.7197 1..16 Q I I I VI 2+ 5 1.7259 0.91 Q I I I VI 2 +10 1.7318 0.85 Q I I I VI 2 +15 1.7369 0.75 Q I I I VI 2 +20 1.7408 0.56 Q I I I VI 171 - ----------------------------------------------------------------------- A I I I EO'0 SP6L'T SE +Z IA I i I 80'0 EP6L'T OE +Z IA I I I E6'0 LEbL'T SZ +Z • 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 - 1999, Version 6.0 Study date 10/05/05 File: 030703H3500.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---------------------------------------------------------=----------- • TR 31852 SUBAREA "A" DEVELOPED CONDITIONS 3 HOUR 500 YEAR STORM -------------------------------------------------------------------- Drainage Area = 10.01(Ac.) = 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 25% of lag time = 3.19 Min. 40% of lag time = 5.11 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] 10.01 0.59 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 10.01 2.29 • STORM EVENT (YEAR) = 500.00 Area Averaged-2-Year Rainfall = Area Averaged 100 -Year Rainfall = Weighting[1 *2] 5.91 Weighting[1 *2] 22.92 0.590(In) 2.290(In) S . I • Point rain (area Areal adjustment Adjusted average Sub -Area Data: Area(Ac.) 10.010 Total Area Ente averaged) = 2.989(In) factor = 100.00 % point rain = 2.989(In) Runoff Index Impervious % 32.00 0.550 red = 10.01(Ac.) RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec. %) 32.0 '52.0 0.552 0.550 Adj. Infil. Rate Area% F (In /Hr) (Dec.) (In /Hr) 0.279 1.000 0.279 Sum (F) = 0.279 Area averaged mean soil loss (F) (In /Hr) = 0.279 Minimum soil loss rate ((In /Hr)), = 0.139 (for 24 hour-storm-duration) Soil low loss rate (decimal) = 0.460 --------------------------------------------------------------- - - - - -- Unit Time Pattern Storm Rain Loss.rate(In. /Hr) Effective U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 x430.360 1.630 0.164 12 ' 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 0.565 0.057 16 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 ----------------------------------------------------------------- Sum = 100.000 Sum = 10.088 - - - - -- Unit Time Pattern Storm Rain Loss.rate(In. /Hr) Effective �1 �J I (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.466 0.279 - -- 0.19 2 0.17 1.30 0.466 0.279 - -- 0.19 3 0.25 1.10 0.395 0.279 - -- 0.12 4 0.33 1.50 0.538 0.279 - -- 0.26 5 0.42 1.50 .0.538 0.279 - -- 0.26 6 0.50 1.80 b.646 0.279 - -- 0.37 7 0.58 1.50 0.538 0.279 - -- 0.26 8 0.67 1.80 0.646 0.279 - -- 0.37 9 0.75 1.80 0.646 0.279 - -- 0.37 10 0.83 1.50 0.538 0.279 - -- 0.26 11 0.92 1.60 0.574 0.279 - -- 0.30 12 1.00 1.80 0.646 0.279 - -- 0737 13 1.08 2.20 0.789 0.279 - -- 0.51 14 1.17 2.20 0.789 0.279 - -- 0.51 15 1.25 2.20 0.789 0.279 - -- 0.51 16 1.33 2.00 0.717 0.279 - -- 0.44 17 1.42 2.60 •0.933 0.279 - -- 0.65 18 1.50 2.70 0.969 0.279 - -- 0.69 19 1.58 2.40 0.861 0.279 - -- 0.58 20 1.67 2.70 0.969 0.279 - -- 0.69 21 1.75 3.30 1.184 0.279 - -- 0.91 22 1.83 3.10 1.112 0.279 - -- 0.83 23 1.92 2.90 1.040 0.279 - -- 0.76 24 2.00 3.00 1.076 0.279 0.80 • 25 2.08 3.10 1.112 0.279 0.83 26 2.17 4.20 1.507 0.279 - -- 1.23 27 2.25 5.00 1.794 0.279 - -- 1.51 28 2.33 3.50 1.255 0.279 - -- 0.98 29 2.42 6.80 2.439 0.279 - -- 2.16 30 2.50 7.30 2.619 0.279 - -- 2.34 31 2.58 8.20 2.941 0.279 - -- 2.66 32 2.67 5.90 2.116 0.279 - -- 1.84 33 2.75 2.00 0.717 0.279 - -- 0.44 34 .2.83 1.80 0.646 0.279 - -- 0.37 35 2.92 1.80 0.646 0.279 - -- 0.37 36 3.00 0.60 0.215 0.279 0.099 0.12 Sum 100.0 Sum = 26.0 Flood volume = Effective rainfall 2'.17(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.8(Ac.Ft) Total soil loss = 0.82(In) Total soil loss = 0.685(Ac.Ft) Total rainfall = 2.99(In) Flood volume. = 78797.1 Cubic Feet Total soil loss = 29821.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 19.653(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M R u n o f f H y d r o g r a p h • ---- - -- ------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) I IA I 1 1 b ZT -0 Z808'T ST +b IA I I I zz'o bL08'T OT +b • IA I I I ££'0 6908'T S +6 IA I I I a Sb'o L£08'T 0' +b In I I 1 bl £S'0 9008'T SS +£ IA I 1 I bl 99'0 696L'T OS +£ IA I I I i31 Z8'0 6Z6L'T 9b +£ IA I I ( i3 I 6O'T 898L'T 06 +£ IA I I I b l b£'T 96LL'T S£ +£ IA I I I io I OUT BOLL' T 0£ +£ I A ( I I i3 I LT'Z L8SL'T SZ +£ I A I I I I 6L'Z L£6L'T- OZ +£ I A I I I I TL'£ SPZL'T 9T +£ I A I 1 0 I £T'S 0669'T OT +£ I A I I b 1 I 66'9 9£99'T S +£ I A 1 I i3 I I 98'8 SST9'T 0 +£ I A i I I I 69'TT 9b99'T SS +Z I i3 I I I I bb'9T LbLb *T OS +Z li3 A I I S9'6T ST9£'T S6 +z I i3 I A I I' I Z6'8T T9ZZ'T 06 +Z I I A I I I OZ'9T 8S60'T S£ +Z I I b Al I I 6S'ZT Zb86'O 0£ +Z 1 I a IA I I Sb'TT SL68'.0 SZ +Z 1 I 0 A I I Z£'OT L8T8'0 OZ +Z I I I OA 1 I 69'8 9LVL'O. 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Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 250 of lag time = 3.19 Min. 40% of lag time = 5.11 Min. Unit time 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.01 0.79 7.91 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 10.01 ` 2.77 STORM EVENT (YEAR) = 500.00 Area Averaged-2-Year Rainfall = Area Averaged 100 -Year Rainfall = Weighting[1 *2] 27.73 0.790(In) 2.770(In) 0 :7 • • Point rain (area Areal adjustment Adjusted average Sub -Area Data: Area(Ac.) 10.010 Total Area Ente averaged) = 3.585(In) factor = 100.00 % point rain = 3.584(In) Runoff Index Impervious % 32.00 0.550 red = 10.01(Ac.) RI RI Infil. Rate Impervious Adj. Infil AMC2 AMC -3 (In /Hr) (Dec.%) (In /Hr) 32.0 52.0 0.552 0.550 0.279 Rate Area% F (Dec.) - (In /Hr) 1. 000 0.279 Sum (F) = 0.279 Area averaged mean soil loss (F)-(In/Hr) = 0.279 Minimum soil loss rate ((In /Hr)) = 0.139 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.460 --------------------------------------------------------------- - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective U n i t H y d r o g r a p h -------------------------------------------------------------------- DESERT S -Curve Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % .(CFS) 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1. 63.0 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 0.565 0.057 16 1:333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 ----------------------------------------------------------------- Sum = 100.000 Sum= 10.088 - - - - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective Z9'0 - -- 6LZ'O £06'0 OT'Z Z6'6 - £S. 89'0 - -- 6LZ'O 098'0 00'Z ££'6 ZS _ 6S'0 - -- 6LZ'O LT8'0 06'T SZ'6 TS OS'0 - -- 6LZ'O 6LL'0 08'1 LT'6 OS S6'0 - -- 6LZ'O T£L'O OL'T 80'6 66 T6'O - -- 6LZ'O 889'0 09'T 00'6 86 T6'0 - -- 6LZ'O 889'0 09'T Z6'£ Lb L£'0 - -- 6LZ'O S69'0 OS'T £8'£ 96 L£'0 - -- 6LZ'O S69'0 OS'T SL'£ S6 Z£'0 - -- 6LZ'O 209'0 OV T L9'£ 66 Z£'0 - -- 6LZ'O 209'0 Ob'T 8S'£ £6 8Z'0 - -- 6LZ'O 6SS'O OUT OS'£ Z6 6Z'0 - -- 6LZ'O 9TS'O OZ'T Z6'£ Tb 6T'0 - -- 6LZ'O £L6'0 OT'T ££'£ 06 6T'0 - -- 6LZ'O £L6'0 OT'T SZ'£ 6£ 6T'O - -- 6LZ'O £L6'0 OT'T LT'£ 8£ ST'O - -- 6LZ'O 0£6'0 OUT 80'£ L£ ST'0 - -- 6LZ'O 0£6'0 OUT 00'£ 9£ ST'0 - -- 6LZ'O 0£6'0 00'T Z6.'Z S£ ST'0 - -- 6LZ'O 0£6'0 00'T £8'Z 6£ ST'0 - -- 6LZ'O 0£6'0 00'T SL'Z ££ TT'O - -- 6LZ'O L8£'0 06'0 L9'Z Z£ TT'O - -- 6LZ'O L8£'0 06'0 89'Z T£ TT'O - -- 6LZ'O L8£'0 06'0 OS'Z 0£ TT'O - -- 6LZ'O L8£'O 06'0 Z6'Z 6Z TT'O - -- 6LZ'O L8£'0 06'0 ££'Z 8Z TT'O - -- 6LZ'O L8£'0 06'0 SZ'Z LZ TT'O - -- 6LZ'O L8£'0 06'0 LT'Z 9Z LO'O - -- 6LZ'O 66£'0 08'0 .80'Z SZ TT'0 - -- 6LZ'O L8£'0 06'0 00'Z 6Z LO'O - -- 6LZ'O 66£'0 08'0 Z6'T £Z LO'0 - -- 6LZ'O, 66£'0 08'0 £8'T ZZ LO'O - -- 6LZ'O 66£'0 08'0 SL'T TZ LO'O - -- 6LZ'O 66£'0 08'0" L9'T OZ LO'O - -- 6LZ'O 66£'0 08'0 8S'T 6T LO'O - -- 6LZ'O 66£'0 08'0 OS'T 8T LO'O - -- 6LZ'O 66£'0 08'0 Z6'T LT LO'O - -- 6LZ''O 66£'0 08'0 ££'T 9T LO'O - -- 6LZ'O 66£'0 08'0 SZ'T ST LO'O - -- 6LZ'O 66£'0 08'0 LT'T 6T LO'O - -- 6LZ'O 66£'0 08'0 80'T £T LO-LO - -- 6LZ'O 66£'0 08'0 OUT ZT ZO'0 - -- 6LZ'O TO£'0 OL'O Z6'0 TT ZO'0 - -- 6LZ'O TO£'0 OL'0 £8'0 OT ZO'O - -- 6LZ'O TO£'0 OL.0 SL'0 6 ZO'0 - -- 6LZ'O TO£'0 OL'O L9'0 8 ZO'0 - -- 6LZ'O TO£'0 OL'0 8S'0 L ZO'0 - -- 6LZ'O TO£'Q OL'0 OS'0 9 6T'O 6TT'O 6LZ'O 8SZ'0 09'0 Z6'0 S 6T'0 6TT'0 6LZ'O 8SZ'0 09'0 ££'0 6 6T'0 6TT'0 6LZ'O 8SZ'0 09'0 SZ'0 £ 6T'O 611'0 6LZ'O 8SZ'O 09'0 LT'O Z ZT'0 660'0 6LZ'O STZ'0 OS'0 80'0 T (zH /uI) Mo7 I XeH ( -TH /uI) :[uaz)aad ('JH) r �J r� 54 4.50 2.10 0.903 0.279 - -- 0.62 55 4.58 2.20 0.946 0.279 - -- 0.67 56 4.67 2.30 0.989 0.279 - -- 0.71 57 4.75 2.40 1.032 0.279 - -- 0.75 58 4.83 2.40 1.032 0.279 - -- 0.75 59 4.92 2.50 1.075 0.279 - -- 0.80 60 5.00 2.60 1.118 0.279 - -- 0.84 61 5.08 3.10 1.333 0.279 - -- 1..05 62 5.17 3.60 1.548 0.279 - -- 1.27 63 5.25 3.90 1.678 0.279 - -- 1.40 64 5.33 4.20 1.807 0.279 - -- 1.53 65 5.42 4.70 2.022 0.279 - -- 1.74 66 5.50 5.60 2.409 0.279 - -- 2713 67 5.58 1.90 0.817 0.279 - -- 0.54 68 5.67 0.90 0 '.387 0.279 - -- 0.11 69 5.75 0.60 0.258 0.279 0.119 0.14 70 5.83 0.50 0.215 0.279 0.099 0.12 71 5.92 0.30 0.129 0.279 0.059 0.07 72 6.00 0.20 0.086 0.279 0.040 0.05 Sum = 100.0 Sum = 24.6 Flood volume = Effective rainfall 2.05(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.7(Ac.Ft) Total soil loss = 1.54(In) Total soil loss = 1.282(Ac.Ft) Total rainfall = 3.58(In) • Flood volume = 74410.8 Cubic Feet Total soil loss = 55835.4 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------- flow rate of this hydrograph = 14.993(CFS) - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O.R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time(h --------------------------------------------------------------------- +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q I I I I 0 +10 0.0017 0.21 Q I I I I 0 +15 0.0058 0.60 VQ I I I I 0 +20 0.0118 0.87 VQ I I I I 0 +25 0.0189 1.02 V Q I I I I 0 +30 0.0263 1.08 V Q I I I I 0 +35 0.0330 0.97 VQ I I I I 0 +40 0.0376 0.67 VQ I I I I 0 +45 0.0411 0.51 VQ I I I I 0 +50 0.0440 0.42 QV I I I I 0 +55 0.0466 0.38 QV I I I I 1+ 0 0.0490 0.35 QV I I I I • 1+ 5 1 +10 0.0518 0.0553 0.39 QV 0.51 IQ I I I I I I I I' 1 +15 0.0591 0.57 IQ I I I I A 1 i5 I I 60'0 T 9b09 *T Sb +S A I a I I I Z6'6T TS£b'T 06 +s AID I 1 1 66'6T. 8S££'T S£ +S I AD I I I SS'£T 9Z£Z'T 0£ +S I A 0 1 I 1 OT'ZT Z6£T'T SZ +S I A 01 I 1 08'OT 6SSO'T OZ +S I A I I 1 Zb'6 ST86'O ST +S I Al b 1 1 ZZ'8 99T6'0 OT +S I A b 1 1 6S'L 0098'0 S +S I I A 0 1 1 ST'L T808'0 0 +S. I I A o 1 1 88'9 88SL'0 SS +b I I A b 1 I SS'9 6TTL'0 OS +b I I A l I 8T'9 £999'0 96 +b I I A 01 I b8'S L£Z9'0 06 +b I i A 01 I LS'S S£8s'0 S£ +b I I A 8 I bZ's TSSS'0 0£ +6 I I Ala 1 98'6 0605'0 SZ +b I I Al 0 1 66'6 99Lb'0 OZ +b' I I A b I 6T'b 966b'0 ST +b I I IA 0 1 68'£ T91b'0 OT +6 I I IA 0 1 Z9'£ L68£'0 S +b I I I A b I 6£'£ Lb9£'0 0 +6 I I I AD I' 8T'£ bT6£'0 SS +£ I I I A 0 1 66'Z S6T£'0 OS +£ I I I A 0 I ZL'Z Z66Z'O Sb +£ I I I A �. I bb'Z S08Z'0 06 +£ I I I A I ST'Z L£9Z'0 S£ +£ I I I A i3 I 06'T 686Z'0 0£ +£ I I I A I 8L'T LS£Z'O SZ +£ I I I A I 89'T S£ZZ'O OZ +£ I I I AD I £S'T 6TTZ'O ST +£ I I I A b 1• 66'T bTOZ'0 OT +£ I I I A 0 1 Ob'T ST6T'0 S +£ I I I A b l 9£'T 818T'0 0 +£ I I I A 0 I 8Z'T SZLT'O SS +Z I I I AD I 6T'T L£9T'0 OS +Z I I I AD I 90'T 8SST'0 Sb +Z I I I AD I b0'T S86T'0 Ob +Z I I I AD I £0'T £TbT'0 S£ +Z I I I AD I 00'T £6£T'o o£ +Z I I I AOI L6'0 bLZT'O SZ +Z I I I AOI 06'0 LOZT'O OZ +Z I I I AOI 08'0 9bTT'0 ST +Z I I I AOI 08'0 680T'0 OT +Z I I I AOI ZL'0 S£OT'0 S +Z I I I AOI 99'0 9860'0 0 +Z 1 1 1 AOI S9'0 .0660'0 SS +T I I I AOI S9'01 5680'0 OS +T I I I 01 59'0 O980'0 Sb +T. I I I 01 b9'0 5080'0 Ob +T I I I 01 £9'0 T9LO'O S£ +T I I I 01 Z9'0 LTLO'0 0£ +T I I I OI T9'0 bL90'0 SZ +T I I I 01 6S'0 Z£90'0 OZ +T • • • 0 • ----------------------------------------------------------------------- A I I I 00'0 Z80L'T SE +L IA I I I b 00'0 Z80L'T OE +L' IA I I I TO'0 Z80L'T SZ +L IA I I I b TO'O T8OL'T OZ +L IA I I I ZO'0 08OL'T ST +L IA I I I 60'0 6LOL'T OT +L IA I I I ZT'0 9LOL'T S +L IA I I I 6T'0 890L'T 0,+L IA I I I LZ'0 SSOL'T 99+9 IA — I I I i3 SE*'0 9EOL'T 09+9 IA I I I Z6'0 ZTOL'T S6 +9 IA I ES'0 E869'T 05 +9 IA 1 I I bl 89'0 9b69'T SE +9 IA I I I b'I L8'0 0069'T 0E +9 IA I I I I TT'T O689'T SZ +9 IA I I I b l Zb *TI 69L9'T OZ +9 IA 68'T 9999'T ST +9 I A I I I i3 I 66'Z 6ES9'T OT +9 I A. I I I I 8T'E TLE9'T S +9 I A I I I i3 I 90'b ZST9'T 0 +9 I A I I I LT'S EL8S'T SS +S I A I I I I b8'9 LTSS'T OS +S LJ 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 - 1999, Version 6.0 Study date 10/05/05 File: 030703H24500.out I +++++++++++++++++++±+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date- April 1978 Hacker Engineering, Yucca Valley, California - S/N 794 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used.in output format ---------------------------------------------------------------------- TR 31852 SUBAREA "A" � DEVELOPED CONDITIONS 24 HOUR 500 YEAR STORM -------------------------------------------------------------------- Drainage Area = 10.01(Ac.) = 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.213 Hr. Lag time = 12.78 Min. 25% of lag time = 3.19 Min. 40% of lag time = 5.11 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) 10.01 1.05 10.51 100 YEAR Area rainfall data: Area(Ac.)[1) 10.01 . STORM EVENT Area Averaged Area Averaged Rainfall (In) [ 21 Weighting[1 *2) 3.73 37.34 FEAR) = 500.00 2 -Year Rainfall = 1.050(In) 100-Year-Rainfall = 3.730(In) 0 • • Point rain (area Areal adjustment Adjusted average Sub -Area Data: Area(Ac.) 10.010 Total Area Ente averaged) = 4.833(In) factor = 100.00 % point rain = 4.832(In) Ruoff Index Impervious % 32.00 0.550 red = 10.01(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area°% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.550 0.279 1.000 0.279 Sum (F) = 0.279 Area averaged mean soil loss (F) (In /Hr) = 0.279 Minimum soil loss rate ((In /Hr)) = 0.139 (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.460 U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------=------------------------------------- 1 0.083 39.124 2.653 0.268 2 0.167 78.247 15.060 1.519 3 0.250 117.371 30.145 3.041 4 0.333 156.495 16.878 1.703 5 0.417 195.618 9.321 0.940 6 0.500 234.742 6.210 0.626 7 0.583 273.865 4.412 0.445 8 0.667 312.989 3.453 0.348 9 0.750 352.113 .2.484 0.251 10 0.833 391.236 2.012 0.203 11 0.917 430.360 1.630 0.164 12 1.000 469.484 1.301 0.131 13 1.083 508.607 1.049 0.106 14 1.167 547.731 0.799 0.081 15 1.250 586.854 .0.565 0.057 16 1.333 625.978 0.409 0.041 17 1.417 665.102 0.465 0.047 18 1.500 704.225 0.468 0.047 19 1.583 743.349 0.334 0.034 20 1.667 782.473 0.351 0.035 ----------------------------------------------------------------------- Sum = 100.000 Sum= 10.088 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • • (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.039 0.494 0.018 0.02 2 0.17 0.07 0.039 0.492 0.018 0.02 3 0.25 0.07 0.039 0.490 0.018 0.02 4 0.33 0.10 0.058 0.488 0.027 0.03 5 0.42 0.10 ,0.058 0.486 0.027 0.03 6 0.50 0.10 b.058 0.484 0.027 0.03 7 0.58 0.10 0.058 0.482 0.027 0.03 8 0.67 0.10 0.058 0.481 0.027 0.03 9 0.75 0.10 0.058 0.479 0.027 0.03 10 0.83 0.13 0.077 0.477 0.036 0.04 11 0.92 0.13 0.077 0.475 0.036 0.04 12 1.00 0.13 0.077 0.473 0.036 0704 13 1.08 0.10 0.058 0.471 0.027 0.03 14 1.17 0.10 0.058 0.469 0.027 0.03 15 1.25 0.10 0.058 0.467 0.027 0.03 16 1.33 0.10 0.058 0.466 0.027 0.03 17 1.42 0.10 0.058 0.464 0.027 0.03 18 1.50 0.10 0.058 0.462 0.027 0.03 19 1.58 0.1.0 0.058 0.460 0.027 0.03 20 1.67 0.10 0.058 .0.458 0.027 0.03 21 1.75 0.10 0.058 0.456 0.027 0.03 22 1.83 0.13 0.077 0.454' 0.036 0.04 23 1.92 0.13 0.077 0.453 0.036 0.04 24 2.00 0.13 0.077 0.451 0.036 0.04 25 2.08 0.13 0.077 0.449 0.036 0.04 26 2.17 0.13 0.077 0.447 0.036 0.04 27 2.25 0.13 0.077 0.445 0.036 0.04 28 2.33 0.13 0.077 0.444 0.036 0.04 29 2.42 0.13 0.077 0.442 0.036 0.04 30 2.50 0.13 0.077 0.440 0.036 0.04 31 2.58 0.17 0.097 0.438 0.044 0.05 32 2.67 0.17 0.097 0.436 0.044 0.05 33 2.75 0.17 0.097 0.435 0.044 0.05 34 2.83 0.17 0.097 0.433 0.044 0.05 35 2.92 0.17 0.097 0.431 0.044 0.05 36 3.00 0.17 0.097 0.429 0.044 0.05 37 3.08 0.17 0.097 0.427 0.044 0.05 38 3.17 0.17 0.097 0.426 0..044 0.05 39 3.25 0.17 0.097 0.424 0.044 0.05 40 3.33 0.17 0.097_ 0.422 0.044 0.05 41 3.42 0.17' 0.097 0.420 0.044 0.05 42 3.50 0.17 0.097 0.419 0.044 0.05 43 3.58 0.17 0.097 0.417. 0.044 0.05 44 3.67 0.17 0.097 0.415 0.044 0.05 45 3.75 0.17 0.097 0.413 0.044 0.05 46 3.83 0.20 0.116 0.412 0.053 0.06 47 3.92 0.20 0.116 0.410 0.053 0.06 48 4.00 0.20 0.116 0.408 0.053 0.06 49 4.08 0.20 0.116 0.406 0.053 0.0.6 50 4.17 0.20 0.116 0.405 0.053 0.06 51 4.25 0.20 0.116 0.403 0.053 0.06 52 4.33 0.23 0.135 0.401 0.062 0.07 53 4.42 0.23 0.135 0.400 0.062 0.07 ZO'0 - -- £T£'0 6Z£'O LS'0 Z6'8 LOT TO'O - -- ST£'0 6Z£'0 LS'0 £8'8 901 • LT'0 ZVT'0 9T£'0 60£'0 £S'0 SL'8 SOT LT'O ZVT'0 81£'0 60£'0 £9'0 L9'8 VOT LT'0 ZVT'0 6T£'0 60£'0 £S'0 88'8 £OT 9T'0 ££T'0 TZ£'0 06Z'O OS'0 09'8 ZOT 91'0 ££T'0 ZZ£'0 06Z'0 OS'O ZV'8 TOT 9T'0 ££T'0 VZ£'0 06Z'O OS'O ££'8 OOT 9T'O ££T'0 9Z£'0 06Z'0 09'0 SZ'8 66 9T'0 ££T'0 LZ£'0 06Z'0' OS'0 LT'8 86 9T'O ££T'0 8Z£'0 06Z'0 OS'0 80'8 L6 VT'0 9TT'O 0££'0 TSZ'0 £V'0 00'8 96 VT'0 9TT'O T££'0 TSZ'O £V'0 Z6'L 96 VT'0 9TT'O £££'0 TSZ'0 £V'0 £8'L V6 £T'0 LOT'0 V££'0 Z£Z'0 OV'0 SL'L £6 £T'0 LOT'0 9££'0 Z£Z'0 OV'0 L9'L Z6 £T'0 LOT'0 L££'0 Z£Z'O 0'0 8S'L T6 TT'0 860'0 6££'0 £TZ'O L£'0 OS'L 06 TT'0 860'0 OV£'0 £TZ'0 L£'0 ZV'L 68 TT'0 860'0 ZV£'0 £T Z'0 L£'0 ££'L 88 OT'0 680'0 VV£'0 £6T'0 ££'0 SZ'L L8 01'0 680'0 SV£'0 £6T'0 ££'0 LT'L 98 OT'O 680'0 LV£'0 £6T'0 ££'0 80'L 98 OT'O 680'0 8V£'0 £6T'O ££'0 00'L V8 OT'O 680'0 OS£'0 £6T'0 ££'0 Z6'9 £8 OT'O 680'0 ZS£'0 £6T'0 ££'0 £8'9 Z8 OT'O 680'0 £S£'0 £6T'0 ££'.0 SL'9 T8 OT'O 680 "0 SS£'0 £6T'0 ££'0 L9'9 08 OT'O 680'0 98£'0 £6T'0 ££'0 8S'9 6L • 60'0 080'0 8S£'0 VLT'0 0£'0 09'9 8L 60'0 080'0 09£'0 VLT'0 0£'0 ZV'9 LL 60'0 080'0 T9£'0 VLT'0 0£'0 ££'9 9L 60'0 080'0 £9£'0 VLT'0 0£'0 SZ'9 SL 60'0 080'0 V9£'0 VLT'O 0£'0 LT'9 VL 60'0 080'0 99£'0 VLT'O 0£'0 80'9. £L 80'0 TLO'O 89£'0 SST'O LZ'O 00'9 ZL 80'0 TLO'O 69£'0 SS.T'O LZ'O Z6'9 TL 80'0 TLO'O TL£'0 SST'O LZ'O £8'9 OL 80'0 TLO'O £L£'0 SST'O LZ'O SL'S 69 80'0 TLO'O VL£'0 SST'O LZ'O L9'9 89 80'0 TLO'O 9L£'0 SST'O LZ'O 8S'S L9 LK0 290'0 8L£'0 S£T'0 £Z'0 OS'S 99 LO'O 290'0 6L£'0 S£T'0 £Z'0 ZV'S 99 LO'O 290'0 T8£'O S£T'0 £Z'0 ££'S V9 90'0 £SO'0 £8£'0 9TT'O OZ'O SZ'S £9 90'0 £SO'0 V8£'0 9T T'0 OZ'0 LT'S Z9. 90'0 £SO'0 98£'0 9TT'O OZ'0 80'S T9 80'0 TLO'O 88£'0 SST'4 LZ'O 00'8 09 80'0 TLO'O 68£'0 SST'O' LZ'O Z6'V 6S 80'0 TLO'O T6£'0 SST'O LZ'.0 £8'V 89 LO'O 290'0 £6£'0 S£T'0 £Z'0 SL'V LS LO'O 290'0 V6£'0 S£T'0 £Z'0 L9'V 9S LO'O 290'0 96£'0 S£T'0 £Z'0 8S'V SS LO'O 290'0 86£'0 S£T'0 £Z'0 OS'V VS i 1 LJ u ObZ'0 L99'0 £T'T Zb'£T T9T TbZ'0 L99'0 £T'T ££'£T 09T • Tb'0 - 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OT'0 SL'8T SZZ £0'0 LZ0'0 6LT'O 890'0 OT'O L9'8T 6ZZ £010 LZ0'0 SLT'O 890'0 OT'O 89'8T £ZZ 60'0 9£0'0 9LT'0 LLO'Q £T'0 OS'8T ZZZ 60'0 9£0'0 LLT'0 LLO'O £T'0 Z6'-8T TZZ 60'0 9£0'0 8LT'O LLO'O £T'O ££'8T OZZ 60'0 9£0'0 6LT'0 LLO'O £T'0 SZ'8T' 6TZ 60'0 9£0'0 6LT'0 LLO'O £T'0 LT'8T 81Z 60'0 9£0'0 08T'0 LLO'O £T'0 80'8T LTZ 60'0 9£0'0 T8T'O LLO'O £T'0 00'8T 9TZ LJ r-I L--,j 270 22.50 0.07 0.039 0.144 0.018 0.02 271 22.58 0.07 0.039 0.144 0.018 0.02 272 22.67 0.07 0.039 0.144 0.018 0.02 273 22.75 0.07 0.039 0.143 0.018 0.02 274 22.83 0.07 0.039 0.1'43 0.018 0.02 275 22.92 0.07 0.039 0.142 0.018 0.02 276 23.00 0.07 0.039 0.142 0.018 0.02 277 23.08 0.07 0.039 0.142 0.018 0.02 278 23.17 0.07 0.039 0.141 0.018 0.02 279 23.25 0.07 0.039 0.141 0.018 0.02 280 23.33 0.07 0.039 0.141 0.018 0`.02 281 23.42 0.07 0.039 0.141 0.018 0.02 i 282 23.50 0.07 0.039 0.140 0.018 0702 283 23.58 0.07 0.039 0.140 0.018 0.02 284 23.67 0.07 0.039 0.140 0.018 0.02 285 23.75 0.07 0.039 0.140 0.018 0.02 286 23.83 0.07 0.039 0.140 0.018 0.02 287 23.92 0.07 0.039 0.139 0.018 0.02 288 24.00 0.07 0.039 0.139 0.018 0.02 Sum = 100.0 Sum = 26.7 Flood volume = Effective rainfall 2.23(In) times area 10.0(Ac.) /[(In) /(Ft.)] = 1.9(Ac.Ft) Total soil loss = 2.60(In) Total soil loss = 2.172(Ac.Ft) Total Flood rainfall = volume = 4.83'(In.) 80967.5 Cubic Feet Total soil loss = 94626.9 Cubic Feet -------------------------------------------------------------------- Peak ---------=---------------------------------------------------------- flow rate of this hydrograph = 3.949(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 0.0000 0.01 Q I I I I 0 +10 0.0003 0.04 Q I I I I 0 +15 0.0010 0.10 Q 0 +20 0.0019 0.14 Q I I I I 0 +25 0.0032 0.17 Q I I I I 0 +30 0.0047. 0.22 Q I I I I 0 +35 0.0064 0.25 Q I I I I 0 +40 0.0082 0.26 VQ I I I I 0 +45 0.0101 0.28 VQ I I I I 0 +50 0.0121 0.29 VQ I I I I 0 +55 0.0142 0.31 VQ I I I I 1+ 0 0.0166 0.35 VQ. 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SZ +6T I A I I I bl T£'0 LOSL'T OZ +6T I•J • 23 +50 1.8504 0.21 Q I I I VI 23 +55 1.8518 0.21 Q I 1 I VI 24+ 0 1.8533 0.21 Q I I I VI 24+ 5 1.8547 0.21 Q I I I VI 24 +10 1.8559 0.17 Q I I I VI 24 +15 1.8566 0.11- Q I I I VI 24 +20 1.8571 10.07 Q I I I VI 24 +25 1.8575 0.05 Q I I I VI 24 +30 1.8578 0.04 Q I I I VI 24 +35 1.8580 0.03 Q I I I V1 24 +40 1.8582 0.03 Q I I I VI 24 +45 1.8583 0.02 Q I I I VI 24 +50 1.8584 0.02 Q I I I - VI 24 +55 1.8585 0.01 Q I I I VI 25+ 0 1.8586 0.01 Q I I I VI 25+ 5 1.8586 0.01 Q I I I VI 25 +10 1.8587 0.01 Q I I I VI 25 +15 1. 8587 0.00 Q I I I VI 25 +20 1.8587 0.00 Q I I' I VI 25 +25 1.8587 0.00 Q I I I VI 25 +30 1.8588 0.00 Q I I I VI 25 +35 ------------------------------------------------------------------ 1.8588 0.00 Q I I I V - - -. -- • • r - MODIFIED ®PULE FLOOD HYDROGRAPH ROUTING FOR RETENTION BASIN I. • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 TR 31852 REVISED BASIN SUBAREA A 1 HOUR 100 YEAR STORM Hacker Engineering, Yucca Valley, California - SIN 794 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** .From study /file name: 030703h1100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 31 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 31.156 (CFS) Total volume = 1.261 (Ac.Ft) • Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow - storage.data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 31 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage,= 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ---=----------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft..) ---- (Ac -Ft) (CFS) (Ac.Ft) (Ac.Ft) ----- ----------------------------------=---------------- 0.000 0.000 0.000 0.000 0.000 L9'0 I I I I 0 260'0 OT'0 00'0 OSL'TV LL'S I I I I 0 9LT'T 99'0 00'0 L99'Z 8L'S I I I I 0 6LT'T SS'0 ZO'0 £8S'Z 6L'S I I I I 0 £ST'T SS'0 90'0- OOS'Z 08'S I I I I 0 98T'T SS'O Z£'0 LTV'Z 08'9 I I I- I 0 L8T'T SS'0 TV'O £££'Z 08'9 I I I I 0 L8T'T SS'0 SS'0 OSZ'Z 08'S I I I I 0 L8T'T SS'0 Z9'0 L9T'Z 08'9 I I I I 0 98T'T SS'0 9910 £80'Z 08'9 I I I I 0 98T'T SS'O V8'0 000'Z 6L'S I I I I IO Z8T'T SS'O ZT'T LT6'T LL'S I I I I IO LLT'T 99'0 9V'T ££8'T SL'S I I I I IO 69T'T SS'0 V8'T OSL'T TL'S I I I I I O 6ST'T VS'O T£'Z L99'T L9'9 I I I I I 0 VVT'T VS'0 88'Z £8S'T T9'S I I I I I 0 9ZT'T VS'O T9'£ OOS'T ZS'S I I I I I 0 TOT'T £S'0 08'V LTV'T 6£'S I I I I I 0 990'T ZS'O Z£'9 £££'T TZ'S I I I II 0 LTO'T TS'O S6'8 OSZ'T 96'V I I I I I 0 ZV6'0 8V'0 S9'£T L9T'T ZS'V I I I I I 0 928'0 SV'0 OZ'TZ £80'T 8L'£. II I I I 0 8V9'0 TV'0 9T'T£ 000'T T6'Z I I I I 0 T9V'0 S£'0 V6'£Z LT6'0 £Z'Z I I I I I 0 Z££'0 O£'0 SZ'VT ££8'0 LL'T I I I II 0 ZSZ'0 SZ'O V9'6 OSL'0 TV'T I I I. II 0 £6T'O 1Z'O 9L''L L99'0 90 "T I I I I I 0• SVT'0 91'0 9S'9 £8S'O 9L'O I I I I I 0 bOT'0 TT'0 S9'S OOS'O OS'0 I I I I I 0 690'0 LO'O S8'V LTV'0 8Z'0 I I I I I 0 6£0'0 VO'0 V6'£ £££'0 ZT'O I I I I I 0 910'0 ZO'0 £9'Z OSZ'0 £0'0 I I I I 0 V00'0 00'0 Z6'O L9T'0 00'0 I' I I I 0 000'0 00'0 £T'0 £80'0 ('43) 9T'T£ L£ '£Z 89'9T 8'L 0' (43'OK) (S3O) (SJ3) (Sanog) ugdaQ abeaogs MOTS -qnO mOTguI @WTJ, ----------------------------- uMOuS @WTI 7 --------------------------------------- 4e mOTggno —,O, 'MOT3ui gTun =,I, :SanTeA udeaO --------------------------------------------------------- buzgnog uTSeg uOt4uagaa 7 ------------ udeaboapAH -------------------------------------------------------------------- 8ZT'V VZT'V £99'0 9ZT'V OSL'OT 999'£ Z99'£ 299'0 V9S'£ OSZ'OT T99'Z L99'Z T99'0 6S9'Z O9Z'6 V£O'Z 0£0'Z 099'0 Z£O'Z OSZ'8 TSL'T LVL'T 659'0 16VL'T - 08S'L LZV'T £ZV'T 909'0 9ZV'T 089'9 OZT'T 9TT'T S£S'0 8TT'T 08S'S £V8'0 6£8'0 £SV'O TV8'0 O8S'V T09'0 669'0 96£'0 009'0 089'£ 96£'0 £6£'0 T££'0 V6£'0 089'Z 8TZ'0 9TZ'O S£Z'0 LTZ'0 08S'T [_-.Ii • 0 • Remaining water in basin = 0.09 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 501 Time interval = 5.0 (Min.) Maximum /leak flow rate 0.551 (CFS) Total volume = 1.169 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 is • L.J FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 TR 31852 REVISED BASIN SUBAREA A 3 HOUR 100 YEAR STORM -------------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - S/N 794 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703h3100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 55 ' Time interval = 5.0 (Min.) Maximum /Peak flow rate = 14.397 (CFS) Total volume = 1.227 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING.BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 55 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto Basin Depth (--- 0.000 -------------------------------------------- depth = 0.00 (Ft.) storage = 0.00 (Ac.Ft) outflow = 0.00 '(CFS) -------------------------------------------- rage and Depth vs. Discharge data: Storage Outflow (S- 0 *dt /2) (S +0 *dt /2 (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 1.580 0.217 0.235 0.216 0.218 2.580 0.394 0.331 0.393 0.395 3.580 0.600 0.396 0.599 0.601 4.580 0.841 0.453 0.839. 0.843 5.580 1.118 0.535 1.116 1.120 6.580 1.425 0.606 1.423 1.427 7.580 1.7491 0.659 1.747 1.751 8.250 2.032 0.660 2.030 2.034 9.250 2.659 0.661 2.657 2.661 10.250 3.564 0.662 3.562 3.566 10.750 4.126 0.663 4.124 4.128 -------------------------------------------------------------------- ------------------------ Hydrograph Detention --------------------------------------------- Basin.Routing - Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 3.6 7.20 10.80 14.40 (Ft.) 0.083 0.02 0.00 0.000 0 I I I I 0.00, 0.167 0.14 0.00 0.001 0 I I I I 0.00 0.250 0.37. 0.00 0.002 0 I I I I 0.02 0.333 0.45 0.01 .0.005 0 I I I I 0.04 0.417 0.52 0.01 0.008 OI I I I I 0.06 0.500 0.83 0.01 0.013 OI I I I I 0.09 0:583 1.11 0.02 0.020 0 I I I I I 0.14 0.667 1.35 0.03 0.028 0 I I I I I 0.20 .0.750 1.43 0.04 0.037 0 'I I I I I 0.27 0.833 1.64 0.05 .0.047 0 I I I I I 0.34 0.917 1.67 0.06 0.058 0 I I I I I 0:42 1.000 1.57 0.07 0.069 0 I I I I I 0.50' 1.083 1.69 0.09 0.080 0 I I I I I 0.58 1.167 2.04 0.10 0.092 0 I I I I I 0.67 1.250 2.48' 0.12 0.107 0 I I I I I 0.78 1.333 2.71 0.13 0.124 0 I 'I I I I 0.90 1.417' 2.82 0.15 0.142 0 I I I I I 1.03 1.500 3.01 0.17" 0.161 0 I I I I I 1.17 1.583 3.51 -0.20 0.182 0 II I I I 1.32 1.667 3.78 0.22 0.206 0 I I I I 1.50 1.750 3.90 0.24 0.230 0 I I I I 1.66 1.833 4.39 0.26 0.257 0 II 1 i 1 1.81 1.917 4.95 0.27 0.288 0 I I I I 1.98 2.000 5.09 0.29 0.320 0 I I I I I 2.16 2.083 5.11 0.31 0.353. 0 I I I I I 2.35 2.167 5.32 0.33 0.387 0 I I I I I 2.54 2.250 6.00 0.34 0.424 0 i I I I I 2.72 2:333 7.25 0.35 0.467 0 I I I ( 2.93 2.417 8.11 0.37 0.517 0. I I I I I 3.18, .2.500 8.99 0.39 0.574 0 I I I" I i 3.45 2.583 11.75 0.41 0.642 0 I I I I 1 3.76 2.667 13.84 0.43 0.728 0 I I I I I 4.11 2.750 14.40 0.45 0.822 0 I I I I 4.50 2.833 11.94 .0.47 0.909 10 I I I I I 4.83 2.917 8.22 0.49 0.975 10 1 11 I 1 5.07 -------------------------------------------------------------------- 000'0 000'0 000'0 000'0 000.'0 (43'OV) Ton 000'0 000'0 000'0 000'0 000'0 (S30) Nead S uieaa4S V WeGa S £ WP@a4S Z Wea.z4S T WeazgS a6elO s UT pTau 6uTaq syde.z6o.zpAy. go snge ,4S auinTon Te401 (S30) 8£S'0 = aqe.z MoTj Nead /wnUITxeW (•UTW) 0'S = TeAJ aqUT aWTL 909 = sTenzagUT go aagwnN ��a�� •��•��K,LFZa HdK2I` J02IQT. H��x�- ��- ��•��= �� (g3'oK) 60'0 = uTseq UT @4?M 6uTUZeuzag L9'0 I I I 1 0 Z60'0 01'0 00'0 L9T'ZV £S'S I I I I OI VOT'T £S'0 00'0 L99'V VS'S I I I I OI 80T'T £S'0 00'0 £8S,'V 99'S I I I I OI ZTT'T £S'0 TO'0 OOS'V LS'S I I I I OI STT'T' £S'0 ZO'O LTV'V 8S'S I I I I' OI 6TT'T VS'0 £0'0 £££'V 6S'S I I I' I OI ZZT'T V9'0 80'0 OSZ'V 09'S I I I I OI SZT "T VS'0 ST'O L9T'V T9'S I I I I OI LZT'T V9'0 £Z'0 £80'V Z9'S I I I I OI 6Z1'T VS'0 Z£'0 000'V Z9'S I I I I OI T£T'T VS'0 8£'0 LT6'£ Z9'9 I I I I 01 T£T'T V9'0 •9V'0 ££8'£ Z9'S 1 1 1 1 01 T£T'T VS'0 89'0 OSL'£ Z9'S I I I 1 01 T£T'T VS'0 VL'O L99'£ T9'S I I I 1 I01 6ZT'T VS'0 S6'0 £8S'£ 09'S I I 1 1 I01 SZT'T I VS'0 OZ'T OOS'£ 8S'S I I I I I 01 6TT'T VS'0 £S'T LTV'.£ SS'S I I I I I 01 TTT'T £S'0 L6'T £££'£ TS'S I I I I I 01 660'T £S'0 T9'Z OSZ'£ SV'S I I I II 01 T80'T ZS'O 6S'£ L9T'£ SUS I I I I 1 01 990'T ZS'0 18'V £80'£ £Z'S I I I I 1 01 TZO'T TS'O VT'9 000'£ 1 0, . • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 -------------------- L---------------------------=-------------- - - - - -- TR 31852 REVISED BASIN SUBAREA A 6 HOUR 100 YEAR STORM -------------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - S/N 794 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703h6100.rte *****: r* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * *:r * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 91 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 10.947 (CFS) Total volume = 1.256 (Ac.Ft) Status of h_ydrographs being held in storage •' Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.•000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow - storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 91 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto Basin Depth (--- 0.000 -------------------------------------------- depth = 0.00 '(Ft.) storage = 0.00- (Ac.Ft) outflow = '0.00 (CFS.) rage and Depth vs. Discharge data: . Storage Outflow (S- 0 *dt /2) (S +0 *dt /2 (Ac.Ft) (CFS) (Ac..Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 • 1.580 0.217 0.235 0.216 0.218 2.580 0.394 0.331 0.393 0.395 3 -580 0.600 0.396 0.599 0.601 4.580 0.841 0.453 0.839 0.843 5.580 1.118 0.535 1.116 1.120 6.580 1.425 0.606 1.423 1.427 7.580 1.7491 0.659 1.747 1.751 8.250 2.032 0.'660 2.030 2.034 9.250 2.659 0.661 2.657 2.661 10.250 3.564 0.662 3.562 3.566 10.750 4.126 0.663 4.124 4.128 -------------------------------------------------------------------- --------------------------------------- Hydrograph Detention Basin Routing ------------------------------ - Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow. Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.7 5.47 8.21 10.95 (Ft.) 0.083 0.02 0.00 0.000 0 I I I I 0.00 0.167 0.17 0.00 0.001 0 I I I I 0.01 0.250 0.47 0.00 0.003 OI I I I I 0.02 0.333 0.67 0.01 0.007 OI I I I I 0.05 0.417 0.79 0.01 0.012 0 I I I I I 0.Q9 0.500 0.87 0.02 0.017 0 I I I I I 0.13 0.583 0.94 0.03 0.023 O I I I I I 0 -17 0.667 1.04 0.03 0.030 0 I I I I I 0.22 0.750 1.10 0.04 0.037 0 I I I I ( 0.27 0.833 1.14 0.05 0.045 0 I I I i I 0.32 0.917 1.17 0.06 0.052 0 I I I I I 0.38. 1.000 1.19 0.06 0.060 0 I I I I I 0.44 1.083 1.24 0.07 0.068 0 I I I I I 0.49 1.167 1.31 0.08 0.076 0 I I I I I 0.55 1.250 1.35 0.09 0.085 0 I I I I I 0.62 1.333 1.37 0.10 0.093 0 I 1 1 1 I 0.68 1.417 1.39 0.11 0.102 0 I 1' I I I 0.74 1.500 1.41 0.12 0.111. 0 I I I I I 0.81 1.583 1.42 0.13 0.120 0 I 1 1 1 1 0.87 1.667 1.43 0.14 0.129 0 I I I I I 0.94 1.750 1.43 0.15 0.137 0 I I I I I 1.00 1.833 1.44 0.16 0.146 0 I I I I I 1.07 1.917 1.44 0.17 0.155 0 I 1 I I I 1.13 2.000 1.41 0.18 0.164 0 I 1 I I I 1.19 2.083 1.26 0.19 0.172 0 I I I I I -1.25 2.167 1.04 0.19 0.178 0 I I I I I 1.30 2.250 1.02 0.20 0.184 0 I I I I I 1.34 2.333 0.74 0.20 0.189 0 I i I I I 1.37 2.417 0.57 0.21 0.192 OI I I I I 1.40 2.500 0.47 0.21 0.194 OI I I I I 1.41 2.583 0.41 0.21 0.195 OI I I I I 1.42 2.667 0.37 0.21 0.197 OI I I I I 1.43 2.750 2.833 0.34. 0.36 0.21 0.22 0.198 0 0.199 OI I I I I I 1 I 1.44 I 1.45 2.917 0.44 0.22 0.200 OI I I I I 1.46 Sb'S I I I 1 OI Z80'T ZS'O TO'0 LTV L 9b'S I I I I OI 980'T £S'0 TO'0 £££'L 8b'S I I I I OI 680'T £S'0 TO'0 OSZ'L 6b'S I I I I OI £60'T £S'0 £0'0 L9T'L OS'S I I I I OI 960'T £S'0 80'0 £80'L TS'S I I I I OI 660'T £S'0 £T'0 000'L ZS'S I I I I OI ZOT'T £S'0. 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I I I OI SOT'T £S'0 T£'0 OSL'9 bS'S I I I 1 01 LOT'T £S'0 8£'0 L99'9 ,bS'S I I I 1 01 LOT'T £S'0 6b'O £8S'9 bS'S I I I 1 01 LOT'T £S'0 Z9'0 OOS'9 bS'S I I I I I01 90T'T £S'0 08'0 LTb'9 £S'S I I I I I01 £OT'T £S'0 ZO'T £££'9 TS'S I I I I I 01 660'T £S'0 ££'T OSZ'9 WS I I I I I 01 Z60'T £S'0 9L'T L9T'9 Sb'S I I I I I 01 Z80'T ZS'O 6Z'Z £80'9 Ob'S I I 1 I 01 L90'T ZS'0 T6'Z 000'9' ££'S I I I I 1 01 8b0'T TS'O 99'£ LT6'S bZ'S I I I I 1 01 £ZO'T TS'0 9L'b ££8'S OT'S I I I 1. 1 01 S86'0 OS'0 8T'L OSL'S 68'b I I I I 1 01 8Z6'0 8b'0 OS'OT L99'S b9'b I I I 1 01 LS8'0 9b'0 96'OT £8S'S 9£'b I I I I 1 01 68L'0 bb'0 £8'6 OOS'S TT'b I II I 1 01 8ZL'0 £b'0 TL'8 LTV S 68'£ I I I I 1 01 b0* 0 Tb'O TL'L £££'S 69'£ I I I I 1 01 LZ9'0 Ob'0 b9'9 OSZ'S ZS'£ I I I 1 01 88S'0 6£'0 ZL'S L9T'S S£'£ I I II 1 01 £SS'O 8£'0 6T'S £80'S 6T'£ I I I I I 01 TZS'0 L£'0 68'b 000'S SO'£ I I I I I. 01 06b'0 9£'0 89'b LT6'b T6'Z I I I I 1 01 T9b'0 S£'0 Zb'b ££8'b 8L'Z I I I I 1 01 b£b'0 b£'0 bT'b OSL'b S9'Z I I I I I 0 60b'O b£'0 WE L99'b £S'Z I I I I I 0 S8£'0 ££'0 99'£ £8S'b Tb'Z I I I II 0 £9£'0 T£'0 Tb'£ OOS'b 6Z'Z I I I II 0 £b£'0. 0£'0 ZT'£ LTb'b 61'Z I 1 I I 0 bZ£'0 6Z'0 £8'Z £££'b 60'Z I I I II 0 80£'0 8Z'0 99'Z OSZ'b TO'Z I I I I I 0 £6Z'0 8Z'0 ££'Z O T'b £6'T I I I I I 0 6LZ'0 LZ'O 9T'Z £80'b 98'T I— I I I I 0 L9Z'0 9Z'0 86'T 000'b 08'T I I I I I 0 9SZ'0 9Z'0 Z8'T LT6'£ bL'T I I I I I 0 SbZ'0 SZ'0 £9'T• ££8'£ 69'T I I I I I 0 9£Z'0 SZ'0 9b'T OSL'£ 99'T I I I I I 0 6ZZ'0 bZ'0 SZ',T L99'£ T9'T I I I I I 0 £ZZ'0 bZ'0 £0'T £8S'£ 8S'T I I I I I 0 8TZ'0 bZ'0 S8'0 OOS'£ 99'T I I I I I 0 bTZ'O £Z'0 SL'0 LTb'£ £S'T I I I I IO OTZ'0 £Z'0 89'0 £££'£ TS'T I I I I IO 80Z'0 ZZ'O 8S'0 OSZ'£ OS'T I I I I IO SOZ'O ZZ'0 ZS-0 L9T'£ 8b'T I I I I IO £OZ'0 ZZ'0 OS'O £80'.£ Lb'T I I I I IO ZOZ'0 ZZ'0. 8b'0 000'£ • • C7 • 7.500 0.00 0.52 1.079 IO I I I I 5.44 7.583 0.00 0.52 1.075 IO I I I I 5.43 44:417 0.00 0.10 0.092 0 I I I I 0.67 Remaining water in basin = 0.09 (Ac.Ft) I **•**: r** * * * * * * * * * * * * * * * * * ****HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * *:r * * * *:r * ** Number of intervals = 533 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.532 (CFS) Total volume = 1.164 (Ac.Ft) -. Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4" Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------- - - - - -- • • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 --1998 Study date: 03/29/06 -------------- - - - - -- ------------------------------------------ - - - - -- TR 31852 REVISED BASIN ` SUBAREA A 24 HOUR 100 YEAR STORM -------------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - S/N 794 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703h24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH Number of intervals = 307 Time interval = 5.0 (Min.) Maximum /Peak .flow rate = 2.490 (CFS) Total volume = 1.286 (Ac.Ft) . Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------=------------------------ Total number of inflow hydrograph intervals = 307 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Init'ial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------- - - - - -- --------------------7----------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) ----- (Ft�)---- (Ac�Ft) - - -- (CFS)----- (Ac�Ft) (Ac.Ft) • ------------------------------ 0.000 0.000 0.000 0.000 0.000 • 1.580 0.217 0.235 0.216 0.218 2.580 0.394 0.331 0.393 0.395 3.580 0.600 0.396 0.599 0.601 4.580 0.841 0.453 0.839 0.843 5.580 1.118 0.535 1.116 1.120 6.580 1.425 0.606 1.423 1.4.27 7.580 1.749.1 0.659 1.747 1.751 8.250 2.032 0.660 2.030 2.034 9.250 2.659 0.661 2.657 2.661 10.250 3.564 0.662 3.562 3.566 -------------------------------------------------------------------- 10.750 4.126 0.663 4.124 4.128 ----------------------------------------------------------- Hydrograph Detention Basin Routing =--------- Graph values: 'I'= unit --------------------------------------------------------------------- inflow; 'O'= outflow at time shown Time Inflow Outflow Storage. Depth (Hours) (CFS)- (CFS) (Ac.Ft) .0 0.6 1.25 1.87 2.49 (Ft.) 0.083 0.00 0.00 0.000 0 I I I I 0.00 0.167 0.03 0.00 •0.000 0 ! 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FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 --------------------4------------------------------------------ - - - - -- TR 31852 REVISED BASIN SUBAREA A 1 HOUR 500 YEAR STORM - -------------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703h1500.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 31 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 42.123 (CFS) Total volume = 1.745 (Ac.Ft) Status of hydrographs being held in storage • 'Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 ' 0.000 0.000 +++++++++++++++++++++±++++++++++++++++± + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to-Point/Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 31 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) --------------------=----------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto Basin Depth • (--- 0.000 ------------------------------------------------------- depth = 0.00 (Ft.)' storage = 0.00 (Ac.Ft) outflow = 0.00 (CFS) -------------------------------------------------------- ----------------------------------------------------- rage and Depth vs. Discharge data: Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft). -----------------------------------------=-------- - - - - -- { 0.000 0.000 0.000 0.000 • Remaining water in basin = 0.09 (Ac.Ft) **-***** ** * * * * *:r * * * **** * * *** *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 615 • Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.644 (CFS) Total volume = 1.653 (Ac.Ft) 1.580 0.217 0.235 0.216 0.218 2.580 0.394 0.331 0.393 0.395 3.580 0.600 0.396 0.599 0.601 4.580 0.841 0.453 0.839 0.843 5.580 1.118 0.535 1.116 1.120 6.580 1.425 0.606 1.423 1.427 7.580 1.7491 0.659 .1.747 1.751 8.250 2.032 0.660 2.030 2.034 9.250 2.659 0.661 2.657 2.661 10.250 3.564 0.662 3.562 3.566 10.750 4.126 0.663 4.124 4.128 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing - Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 10.5 21.06 31.59 42.12 (Ft..) 0.083 0.20 0.00 0.001 0 I I I I 0.00 0.167 1.38 0.01 0.006 OI I I I I 0.04. 0.250 3.92 0.03 0.024 0 1 I I I I 0.18 0.333 5.81 0.06 0.057 0 I I I I I 0.42 0.417 7.09 0.11 0.101 0 I I I I I 0.74 0.500 0.583 8.21 9.46 0.17 0.23 0.153 0 0.212 0 I 1 II I I I I I 1.11 I 1.55 0.667 11.08 0.27 0.282 0 I I I I 1.94 0.750 13.59 0.31 0.364 0 I I I I I 2.41 0.833 19.71 0.36 0.477 0 I I I I I 2.98 0.917 32.56 0.41 0.654 0 I I 1 I 3.80 1.000 42.12 0.47 0.908 0 I I 1 I 4.82 1.083 28.92 0.54 1.149 0 I I I I I 5.68 1.167 18.80 0.58 1.310 0 I 1 1 I I 6.20 1.250 12.31 0.60 1.413 0 11 1 1 1 6.54 1.333 8.68 0.62 1.481 0 I 1 I I I 6.75 1.417 6.58 0.62 1.529 0 I 1 I I I 6.90 1.500 4.96 0.63 1.565 O I I I I I 7.01 1.583 3.95 0.63 1.591 0 1 I I I I 7.09 1.667 3.17 0.64 1.611 0 I I I I I 7.15 1.750 2.52 0.64 1.626 01 I I I I 7.20 1.833. 2.00 0.64 1.637 01 I I I I 7.24 1.917 1.54 0.64 1.645 01 I I I I 7.26 2.000 1.16 0.64 1.650 0 I I I I 7.27 51.250 0.00 0.10 0.092 0 I I I I 0.67 Remaining water in basin = 0.09 (Ac.Ft) **-***** ** * * * * *:r * * * **** * * *** *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 615 • Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.644 (CFS) Total volume = 1.653 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ------------- - - - - -- ------------------------------------- • • • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 1998 Study date: 03/29/06 ------------=------- L------------------------------------------ - - - - -- TR 31852 REVISED BASIN SUBAREA A 3 HOUR 500 YEAR STORM Hacker Engineering, Yucca Valley, California - S/N 794 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703H3500.rte ****4** * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 55 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 19.653 (CFS) Total volume = 1.809 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process.from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow- storage data ------------------7------------------------------------------------- Total number of inflow hydrograph intervals = 55 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto .Basin Depth 0.000 depth = 0.00 (Ft.) storage = 0 -00 (Ac.Ft) outflow = 0.00 (CFS) -------------------------------------------- -------------------------------------------- rage and Depth vs. Discharge data: Storage Outflow (S- 0 *dt /2) (S +0 *dt /2 (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 10.000 0.000 • 1.580 0.217 0.235 0.216 0.218 2.580 0.394 0.331 0.393 0.395 3.580 0.600 0.396 0.599 0.601 4.580 0.841 0.453 0.839 0.843 5.580 1.118 0.535 1.116 1.120 6.580 1.425 0.606 1.423 1.427 7.580 1.7491 0.659 1.747 1.751 8.25.0 2.032 0.660 2.030 2.034 9.250 2.659 0.661 2.657 2.661 10.250 3.564 0.662 3.562 3.566 -------------------------------------------------------------------- 10.750 4.126 0.663 4.124 4.128 --------------------------------------------------------------------- Hydrograph Detention Basin Routing - Graph values: -------------------------7------------------------------------------- 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth. (Hours) (CFS) (CFS) (Ac.Ft) .0 4.9 9.83 14.74 19.65 (Ft.) 0.083 .0.05 0.00 0.000 0 I I I I 0.00 0.167 0.34 0.00 0.001 0 I I I I 0.01 0.250 0.89 0.01 0.006 OI I I I I 0.04 0.333 1.14 0.01 0.013 OI I I I I 0.09, 0.417 1.31 0.02 0.021 0 I I I I I 0.15 0.500 1.77 0.'03 0.031 0 I I I I I 0.23 0.583 2.17 0.05 0.045 0 I I I I I 0.32 0.667 2.52 0.07 0.060 0 I I I I I 0.44 0.750 2.64 0.08 0.078 0 I I I I I 0.57 0.833 2.94 0.10 0.096 0 I I I I I 0.70 0.917 2.99 0.13 0.116 0 I I I I I 0.84 1.000 2.87 0.15 0.135 0 I I I I I 0.98 1.083 3.04 0.17 0.154 0 I I I I I 1.12 1.167 3.50 0.19 0.176 0 I I I I I 1.28 1.250 4.08 0.22 0.200 0 I I I I I 1.46 ,1.333 4.39 0.24 0.228 0 II I I I 1.64 1.417 4.53 0.26 0.257 0 II I 1 1 1.81 1.500 4.78 0,.27 0.287 0 II 1 1 1 1.98 1.583 5.44 0.29 0.320 0 I I I I 2.16 1.667 ,5.79 0.31 0.357 0 II 1 I I 2.37 1.750 5.95 0.33 0.395 0 II I I I 2.59 1.833 6.58 0.34 0.436 0 1 1 I I I 2.78 1.917 7.32 0.36 0.481 0 I I I I I 3.00 2.000 7.58 0.37 0.530 0 I I I ( I 3.24 2.083 7.53 0.39 0.579 0 I I I I I 3.48 2.167 7.81 0.40 0.629 0 I I I I I 3.70 2.250 8.69 0.42 0.683 0 I I I I I' 3.93 2.333 10.32 0.43 0.746 0 I I I I 4.18 2.417 11.45 0.45 0.818 0 I 1 I I I 4.48 2.500 12.59 0.47 0.897 -0 I I I I I 4.78 2.583 16.20 0.50 0.993 0 I I I I' 1 5.13 2.667 18.92 0.53 1.111 0 I I I I I 5.55 2.750 19.65 0.56 1.240 0 I I I I 5.98 2.833 16.44 0.59 1.360 0 I I I I 1 6.37 2.917 11.59 0.61 1.452 0 I 11 i ( 6.66. L _J 3.000 8.85 0.62 1.518 10 1 1 1 I I 6.87 3.083 6.99 0.63 1.569 10 1 1 1 I I 7.02 3.167 5.13 0.64 1.606 10 I I I I 7.14 3.250 3.71 0.64 1.632 10 I 1 1 I I 7.22 3.333 2.79 0.64 1.650 10 I 1 1 I I 7.27 3.417 2.17 0.64 1.663 IO I 1 1 I I 7.31 3.500 1.70 0.65 1.672 101 1 1 I I 7.34 3.583 1.34 0.65 1.678 101 1 1 I I 7.36 3.667 1.04 0.65 1.681 10 1 1 I I 7.37 3.750 0.82 .0.65 1.683 10 1 1 I I 7.38 3.833 0.66 0.65 1.684 10 1 1 I I 7.38 3.917 0.53 0.65 1.684 IO I I I I 7.38 4.000 0.45 0.65 1.682 IO ( I I - I 7.37 4.083 •0.33 0.65 1.681 10 I I I I 7.37 4.167 0.22 0.65 1.678 10 I I I I 7.36 4.250 0.12 0.65 1.675 IO I I I I 7.35 4.333 0.05 0.65 1.671 IO I I I I 7.34 4.417 0.03 0.65 1.667 10 I I I I 7.33 4.500 0.02 0.64 1.662 10 I I I I 7.31 4.583 0.00 0.64 1.658 10 I I I I 7.30 4.667 0.00 0.64 1.654 IO I I I I 7.29 53.417 0.00 0.10 0.092 0 I I I I 0.67 Remaining water in basin = 0.09 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 641 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.648 (CFS) Total volume = 1 1.717 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** ------------------------------=------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - - - -- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 -------------------- i------------------------------------------------ TR 31852 REVISED BASIN SUBAREA A 6 HOUR 500 YEAR STORM - -------------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - SIN 794 -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703H6500.rte ******* * * * * * ** * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 91 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 14.993 (CFS) Total volume = 1.708 (Ac.Ft) • Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol '(Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------- - - - - -- Total number 'of inflow hydrograph intervals = 91 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto Basin Depth (Ft • ----- -> - -- 0.000 depth = 0.00 (Ft.)" storage = 0.00 (Ac.Ft) outflow = 0.00 (CFS) ' -------7------------------------------------- --------------------------------------------- rage and Depth vs. Discharge data: Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 OT'T I I I I I 0 TST'0 9T'0 8Z'T LT6'Z 50'T I I I I I 0 £5T'0 9T'0 5T'T ££8'Z • 00'T I I I I I 0 L£T'0 ST'0 90'T OSL'Z S6'0 I I I I i 0 T£T'0 5T'O 50'T L99'Z T6'0 I I I I I 0 5ZT'0 £T'0 £0'T £8S'Z 98'0 I I I I I 0 8TT'0 £T'0 00'T OOS'Z Z8'0 I I I I I 0 ZTT'0 ZT'0 L6'0 LT5'Z 8L'0 I I I I I0 LOT'0 ZT'0 06'0 £££'Z 5L'0 I I' I I I0 ZOT'0 TT'0 08'0 OSZ'Z TL'0 I I I I I0 L60'0 TT'0 08'0 L91'Z L9'0 I I 1 I IO Z60'0 OT'0 ZL'0 £80'Z 69'0 I I I I IO 880'0 OT'0 99'0 000'Z Z9'0 I I I 4 IO S80'0 60'0 99'0 LT6'T 69'0 I I I I I0 T80'0 60'0 99'0 ££8'T 99'0 I I I I I0 LLO'0 80'0 S9'0 OSL'T £S'0 I I I I I0 £LO'0 80'0 59'0 L99'T OS'O I I I I I0 690'0 LO'0 £9'0 £8S'T L5'0 I I t I IO S90'0 L0'0 Z9'0 OOS'T S5'O I I I I I0 T90'0 LO'O T9',0 LT5'T Z5'0 I I I I IO 890'0 90'0 6S'0 £££'T 6£'0 I I I I IO 5S0'0 90'0 LS'O OSZ'T L£'0 I I I I IO TSO'0 90'0 TS'0 L9T'T S£'0 I I I I 0 850'0 SO'0 6£'0 £80'T ££'0 I I I I 0 960'0 9O'0 S£'0 000'T Z£'0 I I I I 0 550'O 9O'0 8£'0 LT6'0 O£'0 I I I I 0 T50'0 50'0 Z5'0• ££8'0 8Z'0 I I I I IO 8£0'0 50'0 TS'0 OSLO SZ'0 I I I I IO .9£0'0 50'0 L9'0 L99'0 TZ'0 I I I I I 0 6Z0'O £0'0 L6'0 £8S'0 • 9T'0 I I I I I 0 ZZO'0 ZO'0 80 -T OO9.0 TT'O I I I I I 0, STO'0 ZO'0` ZO'T LT5'0 90'0 I I I I I0 600'0 TO'O L8'O £££'0 £0'0 I' I I l IO 500'0 00'0 09'0 OSZ'0 TO'0 I I I I 0 T00'0 00'0 TZ'0 L9T'0 00'0 I I I I 0 000'0 00'0 £0'0 £80'0 ('�3) 66'ST 5Z'TT OS.'L L'£ 0' (I3'ov) (S3O) (S30) (sznoH_.) ugdaQ abeaogs MOT3gn0 MOTJuI awiy -------------------------------------------------------------------- uMOus awtq 4e mOT94no -,0, :MOT9uT gTun =,I ", :sanTeA udeaO --------------------------------------------------------------------- - buTgnog uiseg uoTIuaIaa udezbozpAH -------------------------------------------------------------------- 8ZT'S 5ZT'S £99'0 9ZT'S OSL'OT 99S'£ Z9S'£ Z99'0 599'£ OSZ'OT T99'Z LS9'Z T99'0 6S9'Z OSZ'6 5£0'Z 0£0'Z 099'0 Z£O'Z OSZ'8 TSC T L5L'T 699'0 165L'T 08S'L LZ5'T £Z5'T 909'0 SZ5'T 08S'9 OZT'T 9TT'T S£S'0 8TT'T 089'S £58'0 6£8'0 £95'0 T58'0 O8S'S T09'0 66S'O 96£'0 009'0 08S'£ S6£'0 £6£'0 T££'0 56£'0 08S'Z 8TZ'0 9TZ'O S£Z'0 LTZ'O 08S'T r� 68'9 I I I I OI 6ZS'T Z9'0 TO'0 LT6'L 06'9 I I I I OI 6ZS'T Z9'0 TO'0 £EE'L T6'9 I I I I OI EES'T Z9'0 ZO'0 OSZ'L E6'9 I I I I OI LES'T Z9'0 60'0 L9T'L 66'9 ( I I I OI T6S'T Z9'0 ZT'O E80'L S6'9 I I I I OI 66S'T E9'0 6T'0 000'L 96'9 I I I I OI L6S'T E9'0 LZ'0 LT6'9 96'9 I I I I OI 66S'T E9'0 SE'0 EE8'9 L6'9 I I I I OI OSS'T E9'0 Z6'0 OSL'9 L6'9 I I I 1 01 TSS'T £9'0 ES'0 L99'9 L6'9 I I I t 01 ZSS'T E9'0 89'0 E8S'9 L6'9 I I I I 01 TSS'T £9'0 L8'0 OO9'9 96'9 I I I 1 IO1 869'T E9'0 TT'T LT6'9 96'9 I I I 1 I 01 669'T E9'0 Z6'T EEE'9 Z6'9 I I I I I 01 LEST Z9'0 68'T OSZ'9 68'9 I I I 1 I, 01 9ZS'T Z9'0 66'Z L9T'9 98'9 I i I 1 I 01 TTS'T Z9'0 8T'E £80'9 8L'9 I I I I 01 166'T Z9'0 90'6 000'9 OL'9 I I I I 1 01 E96'T T9'0 LT'S LT6'9 8S'9 I I I I I OI 9Z6'T T9'0 68'9 £E8'S T6'9 I I I I 1' 01 ZLE'T 6S'0 60'OT OSL'S 6T'9 I I I I 1 01 T6Z'T 8S'0 Z6'6T L99'S E8'S I I I 1 01 66T'T SS'0 66'6T E8S'S TS'S I I 1 I I 01 660'T ES'O SS'ET OOS'S TZ'S I II I I 01 STO'T O9'0 OT'ZT LT6'S E6'6 I II I I 01 6£6'0 86'0 08'OT EEE'S 69'6 I I I I I 0 EL8'0 96'0 Z6'6 OSZ'S L6'6 I I II I 0 ST8'0 96'0 ZZ'8 L9T'S 9Z'6 I I I I 0 69L'0 £6'0 6S'L E80'S 90'6 I I II I 0 9TL'0 Z6'0 ST'L 000'S L8'E I I I I I 0 TL9'0 T6'0 88'9 LT6'6 69'E I I I I 1 0 LZ9'0 06'0 99'9 EE8'6 TS'E I I I I 1 0 989'0 6E'0 8T'9 OSL'6 E£'E I 1 I I 1 0 86S'0 8E'0 68'9 L99'6 ST'E I I I I 1 0 TTS'0 LE'0 LS'S E8S'6 86'Z I I I I I 0 9L6'0 9E'0 6Z'S OOS'6 Z8'Z I I I I 1 0 666'0 SE'0 98'6 LT6'6 89'Z I I I II 0 6T6'0 6E'0 66'6 EE£'6 6S'Z I I I I 0 98£'0 EE'0 6T'6 OSZ'6 6E'Z I I I I 0 T9E'0 TE'0 68'E L9T'6 9Z'Z i I I II 0 8EE'0 OE'0 Z9'E E80'6 6T'Z I I I II 0 STE'0 6Z'0 6E'E 000'6 ZO'Z I I I I I 0 S6Z'0 SZ'0 8T'E LT6'E T6'T I I I I I 0 9LZ'0 LZ'0 66'Z EE8'E T8'T I I I I I 0 8SZ'0 9Z'0 ZL'Z OSL'E ZL'T I I I I I 0 Z6Z'0 SZ'0 66'Z L99'E 69'T I I I I I 0 8ZZ'0 6Z'0 ST'Z E8S'E LS'T I I I I I 0 STZ'0 �. EZ'0 06'T OOS'E 66'T I I I I I 0 60Z'0 ZZ'0 8L'T LT6'E T6'T I I I I I 0 66T'0 TZ'0 89'T E£E'E 6E'T I I I I I 0 68T'0 OZ'O ES'T OSZ'£ 8Z'T I I I I I 0 SLT'O 6T'0 66'T L9T'E TZ'T I I I I I-0 L9T'0 8T'0 06'T E80'E. ST'T I I I I I 0 6ST'0 LT'0 9E'T 000'£ a t I I r B 0 • LI 7.500 0.00• 0.62 .1.520 IO I I I I 6.87 7.583 0.00 0.62 1.516 .CIO I I I I 6.86 53.667 0.00 0.10 0.092 0 I I I I 0.67 Remaining water in basin = 0.09 (Ac.Ft) r****** *** * * *** * * * *r * * * ** * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 644 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.627 (CFS) Total volume = 1.616 (Ac.Ft) _ Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 .0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------- - - - - -- • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998 Study date: 03/29/06 ----------------- TR 31852 REVISED BASIN SUBAREA A 24 HOUR 500 YEAR STORM - --=----------------------------------------------------------------- Hacker Engineering, Yucca Valley, California - S/N 794 ----------------------=--------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 030703H24500.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 307 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.949 (CFS) Total volume = 1.859 (Ac.Ft) • Status of hydrographs being held in storage 'Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000. 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 ""'RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 307 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- Initial basin Initial basin Initial basin Depth vs. Sto Basin Depth (Ft.) • ----- -- -- 0.000 depth = 0.00 (Ft.) storage = 0.00 (Ac.Ft) outflow = 0.00 (CFS) -------------------------------------------- -------------------------------------------- rage and Depth vs. Discharge data: Storage Outflow (S- O *dt /2) (S +O *dt /2 (Ac.Ft) (CFS) .(Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 65'0 I I I L5'0 I I I 95'0 E5.'0 I I I Z5'0 I I I 05'0 I I I 8£'0 I I I 9E'0 I I I 5£'0 I I I EE'0 I I I T£'0 I I I 6Z'0 8Z'0 I I I 9Z'0 I I I SZ'0 I I I EZ'0 I I I ZZ'O I I I TZ'0 I I I 6T'0 I I I 8T'0 I I I 9T'0 I I I 51'0 I I I ET'0 I I I TT'0 I I I 60'0 80'0 ► I I LO'0 I I I SO'0 I I I 50.'0 I I I EO'0 I I I ZO'O I I I TO'0 I I I 00'0 I I I 00'0 I I I 00'0 I I I (•'43) S6'E 96'Z L6'1 0'T upda4 UmOgs @wT4 42 MOTJ" I 0 890'0 LO'0 09'0 LT6'Z I 0 990'0 LO'0 65'0 £E8'Z I 0 290'0 LO'0 L5'O OSL'Z I 0 6S0'0 90'0 £5'0 L99'Z. 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SS'0 SZ'0 OOS'TZ £8'S I I I I 0 I 1 b6T'T SS'0 8Z'0 LTb'TZ £8'9 I I I I 0 I 1 96T'T SS'0 6Z'0 £££'TZ b8'S I I I I -0 I I 86T'T SS'0 8Z'O OSZ'TZ S8'S I I I I O I I OOZ'T 99'0 9Z'0 L9T'TZ S8'S I I I I O I I ZOZ'T SS'0 SZ'0 £80'TZ 98'S I I I I 0 I I bOZ'T SS'0 9Z'0 000'TZ IL J 62.167 0.00 0.10 0.092 O I I I I 0.67 Remaining water in basin = 0.09 (Ac.Ft) **: r***** * * * * * * * * * * *- �t * * * ****HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 746 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.570 (CFS) Total volume = 1.767 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Steam 5. Peak (CFS) 0.000 0.000 0.000 0.000: 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------- - - - - -- • �J STREET CAPACITY CALCULATIONS • • _Project Description Worksheet Andulasia South Type Gutter Section Solve For Spread Input Data Slope , 005000 ft/ft 1 Discharge 6.30 cfs Gutter Width 2.00 ft Gutter Cross Slot 085000 ft /ft Road Cross Slop 020000 ft /ft Mannings Coeffic 0.015 Results Spread 15.27 ft Flow Area 2.5 ft2 Depth 0.44 ft Gutter Deprese 1.6 in Velocity 2.56 ft/s • • Q10 South Side Andulasia Worksheet for Gutter Section QIO South Side Andulasia Cross Section for Gutter Section • Project Description Worksheet Type Solve For Andulasia South Gutter Section Spread Section Data Slope 005000 ft/ft I Discharge 6.30 cfs Gutter Width 2.00 ft Gutter Cross Slot 085000 ft/ft Road Cross Slop 020000 ft /ft Spread 15.27 ft Mannings Coeffic 0.015 • 0.50 0 n. Q10 North aide Andulasia Worksheet for Gutter Section • Project Description Worksheet Andulasia South Type Gutter Section Solve For Spread Input Data Slope 005000 ft /ft l Discharge 3.57 cfs Gutter Width 2.00 ft Gutter Cross Slol 085000 ft /ft Road Cross Slop 020000 ft /ft Mannings Coeffic 0.015 Results ° Spread 12.02 ft Flow Area 1.6 ftz Depth 0.37 ft Gutter Depress 1.6 in Velocity 2.27 ft /s r • QIO [North Side Andulasia Cross Section for Gutter Section Project Description Worksheet Andulasia South Type Gutter Section Solve For Spread Section Data Slope 005000 ft/ft Discharge 3.57 . cfs Gutter Width 2.00 ft Gutter Cross Slol 085000 ft /ft Road Cross Slop. 020000 ft /ft Spread 12.02 ft _ Mannings Coeffic 0.015 • • Andulasia Q100 Full Street Worksheet for Irregular Channel Project Description Worksheet Andulasia Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data 8.3 ft2 Slope 005000 ft/ft Discharg( 20.40 cfs Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightinc Horton's Method Results (ft) Mannings Coefficiei 0.015 Water Surface Elev 0.53 ft Elevation Range .00 to 0.72 Flow Area 8.3 ft2 Wetted Perimeter 40.17 ft Top Width 39.33 ft Actual Depth 0.53 ft Critical Elevation 0.52 ft Critical Slope 0.005708 ft /ft Velocity 2.45 fit /s Velocity Head 0.09 ft Specific Energy 0.63 ft Froude Number 0.94 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.0 0 +58.0 0.015 Station Elevation (ft) (ft) 0 +00.0 0.72 0 +11.0 0.50 0 +11.1 0.00 0 +13.0 0.17 0 +29.0 0.49 0 +45.0 0.17 0 +46.9 0.00 0 +47.0 0.50 0 +58.0 0.72 Andulasia Full Section 0100 Cross Section for Irregular Channel 0 Project Description Worksheet Andu'lasia Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Section Data Mannings Coefficiei 0.015 Slope 0.005000 ft /ft Water Surface Elev 0.53 ft Elevation Range .00 to 0.72 Discharge' 20.40 cfs • 0.80 ... ... ......... . .... . ..... . . 0.00 ..... ..... ... . . .. ..... . 0+00.0 0+10.0 0+20.0 0+30.0 N • 9 • Project Description Worksheet Madison Stn Type Gutter Sectic Solve For Spread Input Data Slope 006100 ft /ft Discharge 3.21 cfs Gutter Width 2.00 ft Gutter Cross Slot 085000 ft/ft Road Cross Slop 020000 ft /ft Mannings Coeffic 0.015 Results Spread 10.98 ft Flow Area 1.3 ft2 Depth 0.35 ft Gutter Depress 1.6 in Velocity 2.40 ft /s r� �_J Madison !Venue Q10 Worksheet for Gutter Section Madison Avenue Q'@0 Cross Section for Gutter Section . Project Description Worksheet Madison Stn Type Gutter Sectic Solve For Spread Section Data Slope 006100 ft/ft j Discharge 3.21 cfs Gutter Width 2.00 ft Gutter Cross Slo{ 085000 ft /ft Road Cross Slop 020000 ft /ft Spread 10.98 ft Mannings Coeffic 0.015 • V :4 :0 N H:1 NTS • Madison Avenue Q100 Worksheet for Cutter Section • Project Descriptionv Worksheet Madison Stn Type Gutter Sectic Solve For Spread Input Data Slope 006100 ft/ft 1 Discharge 6.20 cfs Gutter Width 2.00 ft Gutter Cross Slot 085000 ft/ft Road Cross Slop 020000 ft /ft Mannings Coeffic 0.015 Results \ Spread 14.56 ft Flow Area 2.3 ftz Depth 0.42 ft Gutter Depress 1.6 in Velocity 2.75 ft/s r� Madison Avenue Q100 Cross Section for Gutter Section Project Description Worksheet Madison Stn Type Gutter Sectic Solve For Spread Section Data Slope 006100 ft/ft i Discharge 6.20 cfs Gutter Width 2.00 ft Gutter Cross Slot 085000 ft /ft Road Cross Slop 020000 ft /ft Spread 14.56 ft Mannings Coeffic 0.015 • laO 0.30 ._...._. ....._......_..._ ........._ ._ .............._.... .... ... ....... .............._......... _..........__.,.... .... 0.15 ...__._..._.... - - -- ......... ....... __ :.......__.._...._.............:....__. ..__......._......:._....._..__ 0.00 ______._.._......._._._..____.__..._.___ ------ L___-_.__............__.____.._...._..._.....__.._....._..._....... ...._____.._._._........_. .- _...........__..._ _...__....__._...._...___.._, 0 +00.0 0 +02.0 0 +04.0. 0 +06.0 0 +08.0 0 +10.0 0 +12.0 0 +14.0 0 +16.0 V:4.0 N H:1 NTS • • s suoiidrin3rlvD i:IrIuI gxnD • Results Andulasia Inlet Q100 Spread Worksheet for Curb Inlet In Sag Throat Incline An 0.00 degree Project Description 0.64 ft Worksheet Andulasia Inlet Type Curb Inlet In S; Solve For Spread Input Data I Discharge 20.40 cfs Gutter Width 2.00 ft Gutter Cross Slope 085000 ft/ft Road Cross Slope 020000 ft/ft Curb Opening Lent 10.00 ft Opening Height _ 0.62 ft Curb Throat Type Vertical Local Depression 4.0 in Local Depression t 4.00 ft Results Spread 3.82 ft Throat Incline An 0.00 degree Depth 0.64 ft Gutter Depressio 1.6 in Total Depression 5.6 in • • Results Spread 2.94 ft Throat Incline An 0.00 degree Depth 0.49 ft Gutter Depressio 1.6 in Total Depression 5.6 in ti- Madison Inlet Q'100 Worksheet for Curb Inlet In Sag Project Description Worksheet Madison Inlet Type Curb Inlet In S; Solve For Spread j Input Data I Discharge 8.95 cfs Gutter Width 2.00 ft Gutter Cross Slope 085000 ft /ft Road Cross Slope 020000 ft /ft Curb Opening Leni 4.00 ft Opening Height 0.62 ft Curb Throat Type Vertical Local Depression 4.0 in Local Depression 6 4.00 ft • Results Spread 2.94 ft Throat Incline An 0.00 degree Depth 0.49 ft Gutter Depressio 1.6 in Total Depression 5.6 in ti- • ST®Rm DRAIN HYDRAULIC GRADE LINE CALCULATI ®NS 0 0 FILE: 030703WSA.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1692 WATER SURFACE PROFILE LISTING Date: 3 -30 -2006 Time: 9: 1:39 TR. 31853 HEI 030703 STORM DRAIN LINE "A" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl ]No Wth Station -I- I Elev I (FT) .l Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I -I- Width -1- IDia. -FTlor I.D.1 -I- ZL IPrs /Pip -I L /Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude NINorm Dp -I- I "N" I X -Fall) ZR IType Ch 1144.510 I I 494.010 I 9.500 I 503.510 I 8 :95 2.85 I .13 1 503.64 .00 I I 1.07' .00 I 2.000 I I .000 .00 I 1 .0 2.460 .0203 .0013 .00 9.50 .00 .69 .012 .00 .00 PIPE 1146.970 I I 494.060 I 9.453 I 503.513 I 8.95 2.85 I .13 I 503.64 .00 I I 1.07 .00 I 2.000 I I .6100 00 I 1 .0 -I- 2.990 -I- .0669 -I- -I- -I- -I- -I- .0013 -I- .00 -I- 9.45 -I- .00 -I- .51 -I- .012 -I- .00 .00 I- PIPE 1149.960 I I 494.260 I 9.257 I 503.517 I 8.95 2.85 I .13 I 503.64 .00 I I 1.07 .00 I 2.000 I I .000 .00 I 1 .0 34.570 .0677 .0013 .05 9.26 .00 .51 .012 .00 .00 PIPE 1184.530 -I- I I 496.600 I 6.982 I 503.582 I 8.95 2.85 I .13 I 503.71 .00 I I 1.07 .00 I I 2.000 I .000 .00 I 1 .0 216.720 -I- .0244 -I- -I- -I- -I- -I- .0013 -I- .29 -I- 6.98 -I- .00 -I- .66 -I- .012 -I- .00 .00 1- PIPE 1401.250 I I 501.890 I 2.000 I 503.890 I 8.95 2.85 I .13 I 504.02 .00 I I 1.07 .00 I I 2.000 I .000 .00 I 1 .0 -I- 7.436 -I- .0244 -I- -I- -I- -I- -I- .0012 -I- .01 -I- 2.00 -I- .00 -I- .66 -I- .012 -I- .00 .00 1- PIPE 1408.686 -I- I I 502.071 I 1.814 I 503.885 I 8.95 2.99 I .14 I 504.02 .00 I I 1.07 1:16 I I 2.000 I .000 :00 I 1 .0 4.057 -I- .0244 -I- -I- -1- -I- -I- .0012 -I- .00 -I- 1.81 -I- .33 -I- .66 -I- .012 -I- .00 .00 1- PIPE 1412.743 -I- I I 502.170 I 1.706 I 503.876 I 8.95 3.13 I .15 I 504.03 .00 I I 1.07 -I- 1.42 -I- I I 2.000 I .000 -I- ..00 I 1 .0 3.149 -I- .0244 -I- -I- -I- -I- -I- .0013 -I- .00 -I- 1.71 .39 .66 -I- .012 .00 .00 1- PIPE 1415.892 502.247 1.618 503.865 8.95 3.29 .17 504.03 .00 1.07 1.57 2.000 .000 .00 1 .0 -I- 2.665 -I- .0244 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 1.62 -I- .44 -I- .66 -I- .012 -I- .00 .00 I- PIPE 1418:557 502.312 1.540 503.852 8.95 3.45 .18 504.04 .00 1.07 1.68 2.000 .000 .00 1 .0 2.260 .0244 .0016 .00 1.54 .49 .66 .012 .00 .00 PIPE FILE: 030703WSA.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1692 WATER SURFACE PROFILE LISTING Date: 3 -30 -2006 Time: 9: 1:39 TR. 31853 HEI 030703 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxi, STORM DRAIN LINE "A" xxxxxxx+ xxxxxxxxxxxxxxxxxxxxxxxx+ xxxxxxx�xxxxxxx >xxxxxxxxx +xxxxxxxxxxxxxxxxxxxx xxxxxxxx I Invert I Depth .1 Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width 1Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF 1SE DpthlFroude NINorm Dp I "N" I X -Fall) ZR 1Type Ch xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxlxx ,x xxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxx�xxxxxxxlxxxxxxxixxxxx Ixxxxxxx I 1420.817 I 502.367 1.470 I I 503.838 I 8.95 3.62 I .20 I 504.04 .00 I 1.07 I 1.77 I I 2.000 I .000 .00 I 1 .0 -I- .053 -I- .0244 -17 -I- -I- -I- -I- .0017 -I- .00 -I- 1.47 -I- .54 -I- .66 -I- .012 -I- *00 .00 1- PIPE I 1420.870 -I- I 502.369 .1.467 I I 503.836 I 8.95 3.62 I .20 I 504.04 .00 I 1.07 I 1.77 I I 2.000 I .-000 .00 I 1 .0 HYDRAULIC -I- JUMP -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- (- 1420.870 502.369 .758 503.127 8.95 8.20 1.04 504.17 .00 1.07 1.94 2.000 .000 .00 1 .0 -I- .050 -I- .0244 -I- -I- -I- -I- -I- .0143 -I- .00 -I- .76 -I- 1.93 -I- .66 -I- .012 -I- .00 .00 1- PIPE I 1420.920 I 502.370 I .758 I 503.128 I 8.95 8.20 I 1.04 I 504.17 .00 I I 1.07 1.94 I I 2.000 I .000 .00 I 1 .0 -I- 3.110 -I- .0246 -I- -I- -I- -I- -I- ..0164 -I- .05 -I- .76 -I- 1.93 -I- .69 -I- .013 -I- .00 .00 1- PIPE I 1424.030 I 502.446 I .767 I 503.214 I 8.95 8.07 I 1.01 I 504.22 .00 I I 1.07 1.95 I I 2.000 I .000 .00 I 1 .0 6.734 .0246 .0151 .10 .77 1.88 .69 .013 .00 .00 PIPE I 1430.764 I 502.612 I .795 I 503.407 I 8.95 7.69 I .92 t 504.33 .00 I I 1.07 1.96 I I 2.000 I :000 .00 I 1 .0 -I- 4.897 -I- .0246 -I- -1- -17 -1- -1- .0132 -1- .06 -1- .80 -I- 1.76 -1- .69 -I- .013 -1- .00 .00 1- PIPE I 1435.661 I 502.732 I .823 I 503.555 I 8.95 7.33 I .83 I 504.39 .00 I I 1.07 1.97 I I 2.000 I .000 .00 I 1 .0 3.468 .0246 .0116 .04 .82 1.64 .69 .013 .00 .00 PIPE I 1439.129 I 502.817 I .854 I 503.671 I 8.95 6.99 I .76 I 504.43 .00 I I 1.07 1.98 I I 2.000 I .000 .00 I 1 .0 2.646 .0246 .0102 .03 .85 1.53 .69 1 .013 .00 .00 PIPE 1441.775 502.882 .885 503.767 8.95 6.67 .69 504.46 .00 1.07 1.99 2.000 .000 .00 1 .0 -I- 1.906 -I- .0246 -I- -I- -I- -I- -I- .0090 -i- .02 -I- .89 -I- 1.43 -I- .69 -I- .013 -I- .00 .00 1- PIPE M FILE: 030703WSA.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1692 WATER SURFACE PROFILE. LISTING Date: 3 -30 -2006 Time: 9: 1:39 TR. 31853 HEI 030703 STORM DRAIN LINE "A" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight. /1Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor -17 I.D.I -1- ZL IPrs /Pip -I -I- L /Elem 1Ch -I- Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF 1SE -I- DpthlFroude -I- -I- NINorm Dp I "N" I X -Fall) ZR IType Ch I I 1443.681 I 502.929 .918 I I 503.847 I 8.95 6.36 I .63 I 504.47 I .00 1.07 I 1.99 I I 2.000 .000 .00 I 1 .0 . 1.321 .0246 .0079 .01 .92 1.33 .69 .013 .00 .00 PIPE I 1445.002 I 502.961 .953 I I 503.915 I 8.95 6.06 I .57 I 504.48 I .00 1.07 I 2.00 I I 2.000 I .900 .00 I 1 .0 -I- .899 -I- .0246 -1- -I- -I- -I- -I- .0069 -I- .01 -I- .95 1.24 -I- -I- .69 -I- .013 -I- .00 .00 1- PIPE I 1445.900 I 502.984 .989 I I 503.973 I 8.95 5.78 I .52 I 504.49 I .00 1.07 I 2.00 I I 2.000 I .000 .00 I 1 .0 .549 .0246 .0061 .00 .99 1.16 .69 .013 .00 .00 PIPE I 1446.449 I 502.997 1.026 I I 504.023 I 8.95 5.51 I .47 I 504.49 I .00 1.07 I 2.00 I I 2.000 I .000 -17 .00 I 1 .0 -I- .121 -1- .0246 -I- -I- -I- -I- -I- .0054 -I- .00 -I- 1.03 1.08 -I- -I- .69 -1- .013 .00 .00 1- PIPE I 1446.570 I 503.000. 1.068, I I 504.068 I 8.95 5.25 I .43 I 504.50 I .00 1.07 I 2.00 I I 2.000 I .000 .00 I 1 .0 WALL ENTRANCE I 1446.570 -I- I 503.000 -I- 1.644 -I- I I 504.644 -I- I 8.95 -I- 1.36 -I- I .03 -I- I 504.67 -I- I .00 -I- .54 I 4.00 -I- -I- I I 4.000 -I- I 4.000 -I- .00 I 0 I- .0 FILE: 030703WSB.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1692 WATER SURFACE PROFILE LISTING Date: 3 -30 -2006 Time: 9:58: 8 TR 31852 HEI 030703 xxxxxxxxxx+ xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx�xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx STORM DRAIN LINE "B" . xxxxxxxx : I Invert I Depth I Water I Q I Vel Vel. I Energy I Super ICriticallFlow ToplHeight /IBase wti INo Wth Station I Elev I (FT) I Elev " I •(CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL I'Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch xxxxxxxxxlxxxx�xxxxlxxxxxxxxlxxxxxxxxxl: txxx* xxxxl** xxx: rxixxxxxxxlxxxxx�xxxlx* xx** xIx* xxxxx* Ixxxxxxx *Ixxxxxxxlxxxxxxxlxxxxx Ixxxxrx* 964.340 I I 493.250 10.260 I I 503.510 I 20.40 '2.89 I .13 I 503.64 .00 I I 1.45 .00 I I 3.000 I .000 .00 I 1 .0 3.420 .0205 .0008 .00 10.26 .00 .90 .012 .00 .00 PIPE 967.760 I I 493.320 10.193 I I 503.513 I 20.40 2,.89 I .13 I 503.64 .00 I I 1.45 .00 I I 3.000 I -600 .00 I 1 .0 -i- 63.718 -I- .1137 -I- -I- -1- -I- -1- .0008 -I- .05 -1- 10.19 -I- .00 .59 -I- -I- .012 -I- .00 .00 1- PIPE 1031.478 I I 500.564 3.000 I I 503.564 I 20.40 2.89 I .13 I 503.69 .00 I I 1.45 .00. I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- 2.346 -I- .1137 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 3.00 -I- .00 .59 -I- .012 .00 .00 1- PIPE 1033.824 I I 500.830 2.721 I I 503.551 I 20.40 3.03 I .14 I 503.69 .00 I I 1.45 1.74 I I 3.000 I .000 .00 I 1 .0 .086 :1137 .0007 .00 2.72 .27 .59 .012 .00 .00 PIPE 1033.910 I I 500.840 2.711 I I 503.551 I 20.40 3.04 I .14 I 503.69 .00 I I 1.45 1.77 I I 3.000 I .000 .00 I 1 .0 WALL ENTRANCE - 1033.910 1 I 500.840 2.975 I I 503.815 I 20.40 .69 I .01 I 503.82 .00 I I .51 10.00 I I 4.000 I 10.000 .00 I 0 .0 • • SAND FILTER SIZING CALCULATIONS 1 • • SANDFILTER SIZING CALCULATIONS Calculation ##1 Determines how many standard size sandfilters are needed. No.* of Sandfilters =' 14: homes -- 40 horses /sandfilter ' Round all fractions up to the nearest whole number via', d ry w- Each sandfilter has 48 sf of filter surface (ie 6' x 8'); assume the incoming nuisance water will percolate through the sand at the rate of 4.6 inches per hour. The sandfilter must be sized to handle the "surge inflow rate" of 0.458 cf /house /hour, which is based on the assumption that, on average, each house releases 12 gallons in a 3.5 hour "surge" period. Therefore, each sandfilter is capable of handling 18.4 cf /hour. As a result, each,sandfilter can handle the nuisance water released by 40 homes (18.4/0.458 =40). Calculation ##2 - Determines how long the leach line must be. Leach Line Length* homes x 1.9 Whome (sandy soil) In feet to be divided evenly between the number of sandfilters 2 7 M- leacA Z I'm C- Leach Line Length* = homes x 3.8 If /home (silty soil) In feet to be divided evenly between the number of sandfilters The critical aspect in sizing the leach line length is related to its ability to maintain a sustained percolation rate (ie 24 -7 -365) in saturated soil, therefore, for the purposes of this calculation, itis assumed that the sustained percolation rate in saturated soil is 0.25 in /hr (Note: if the soil is silty, more than 5% by weight passing the 200 sieve, the percolation rate shall be reduced to 0.125 in /hr). The leach line arch provides 2.8 sf of percolation surface per lineal foot of leach line length. if the average nuisance water discharge per house in the. neighborhood is 20 gallons per day that means each house must have 5.35 sf of percolation area in the leach field to percolate its 24 -hr nuisance water discharge. Therefore, the leach line length must be 1.9 If /home. 04WI-I -fro r .5 Ire C- �s - 2, 5 -n C /,0, 5' -- 5- z,,:, /7 /o Is x /,I °3fo,l /-ta REVISIONS: APPROVED , a 08Z21 01 - w CHRIS A. VOGT 4 CITY ENGINEER RCE 44250 SAND FILTER STANDARD 370 SHEET 6 OF 7 Q V IDVNIV-d(I • C • APPLICANT BLAKE JUMPER RINOLESBACH CONSTRUCTION 80 -553 JASPER PARK INDIO, CA 92201 TEL. 801.560.3905 FLOOD ZONE (FEMA) ZONE: X COMMUNITY PANEL NO. 060709 0001 -0010 MAP REVISED: AUGUST 19, 1991 A FINAL DRAINAGE STUDY WILL BE SUBMITTED PRIOR TO RECORDATION OF THE FINAL MAP. SITE ADDRESS AVENUE 52 @ MADISON STREET LA QUINTA, CA 92253 LEGEND rA-_0 SUB -AREA PE =60.0 PAD ELEVATION 0. 0 AREA ACRES FL FLOW LINE HP HIGH POINT INV. INVERT NODE ELEVATION 3.2% PROPOSED STREET GRADE 00.00 FL_ f AND DIRECTION OF FLOW EXISTING CONTOURS NODE # GARDEN WALL AVENUE 52 6' RETAINING WALL * * * * GARDEN WALL 6' RETAINING WALL MAX. WATER SURFACE (SEE TABLES) �1 SECTION A -A RETENTION BASIN NO SCALE BASIN DEPTH / AREA/ VOLUME/ DISCHARGE DEPTH ELEVATION AREA (SF) VOLUME(CF) DISCH.(CFS) 0' 497.71 4,976 0 0 1.62' 499.33 7,010 9,469 0.235 2.62' 500.33 8,384 17,166 0.331 3.62' 501.33 9,590 26,153 0.396 4.62' 502.33 11,330 J6,613 0.453 5.62' 503.33 12,830 48,693 0.535 6.62' 504.33 13,949 62,092 0.606 7.62' 505.33 14,761 76,167 0.659 8.29' 506.00 21,262 88,504 0.660 9.29' 507.00 J3,407 115,838 0.661 10.29' 508.00 45,449 155,266 0.662 10.79' 508.50 52,J26 179, 709 0.663 NOTES: DISCHARGE RATE IS BASED ON 2" PER HOUR PERCOLATION FOR THE LOWEST ELEVATION FOR EACH STAGE. * THESE VOLUMES INCLUDE STREET FLOODING WITHIN THE TRACT. 1 -_ -_. _: y l,LI POND ROUTING SUMMARY STORM DURATION PEAK DEPTH MAX. WS. ELEV. DISCH. TIME HR 1 HOUR 5.80' 503.51 41.8 3 HOUR 5.62' 503.33 42.2 6 HOUR 5.54' 503.25 44.4 24 HOUR 4.43' 502.14 50.9 POND ROUTING SUMMARY STORM DURATION PEAK DEPTH MAX. WS. ELEV. DISCH. TIME HR 1 HOUR 7.29' 505.00 51.3 3 HOUR 7.38' 505.09 53.4 6 HOUR 6.97' 504.68 53.7 24 HOUR 6.07' 503.78 62.2 SUBAREA FLOWRATES FOR STREET SECTION CHECKS: SUB AREA A -1; Q100= &954cfs12.46ac =3.64 cfs /acre Q10= 4.642cfs12.46ac =1.89 cfs /acre SUB AREA A -2; Q100= 20.398cfs17.13ac =2.86 cfs /acre Q10= 9.875cfs17.13ac =1.39 cfs /acre ELEV, m 4� n� {, ref •VJ sa w