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Home My WebLink AboutHydrology(Feb.28,2001) ~ If< a92!Js I I I - I or, I I I I .. I .~ I I -, I i I . '.' ! HYDROLOGIC ANALYSIS FOR REDHAWK TRACT No. 23065 COUNTY OF RIVERSIDE, CALIFORNIA , February 28, 2001 Prepared for: Garrett Group, LLC . 43529 RidgE! Park Drive . Temecula, CA 92590 Prepared B}': PLANNlNS . DESIGN . CONS,RUCTION . . . CONSULTING 14725 ALTON PARKWAY IRVINE, CALIFORNIA 92618-2027 949.472.3505 . FAX 949.472.8373 . www.RBF.com i i ') I ; I I I IN: 15-100312 RECEIVED JUN 0 6 Z003 CITY OF TEMECULA ENGINEERING DEPARTMENT IIIRVINElDA T A lIHROOT\PDAT AllSl00312\HYDROIREPORT1,OOC \ ~ I . I . I "" I .. I ... I - ,I .. I - I tit, I .. I ... 'I ., I .- I ... I ... I -, I - -I ~ -I Table of Contents .SECTION 1 - INTRODUCTION ...........................................................................1 1.1 PURPOSE AND SCOPE................................................................................... 1 -1;2 "ExtSTING WATERsHED-9E~eRIPTION .............................................................1 1.3 PROJECT DESCRiPTION................................................................................. 1 SECTION 2 - ENGINEERING ANALYSIS AND METHODOLOGY.....................3 2.1 HYDROLOGY ................................................................................................3 2.1.1 Rational Method.................................................................................. 3 2.2 SURFACE HYDROLOGY CHARACTERISTICS AND DELINEATION........................... 6 2.2.1 Major Drainage Areas......................................................................... 6 2.2.2 Hydrologic Soils Classification ............................................................ 6 2.2.3 Vegetation Cover and Impervious Areas ............................................ 6 2.2.4 Precipitation ........... ...................... ....................................................... 8 2.2.5 Subarea Time of Concentration .......................................................... 8 2.3 WATER QUALITY ...........................................................................................8 2.3.1 Basin Sizing ........................................................................................ 8 :SECTION 3 - SUMMARY ..................................................................................11 SECTION 4 - TECHNICAL APPENDIX ............................................................. 12 List of Figures FIGURE 1 - VICINITY MAP ........................................................................................2 FIGURE 2 - DRAINAGE AREAS.................................................................................. 7 List of Tables TABLE 1 - SUMMARY OF PEAK DISCHARGES .............................................................5 TABLE 2 - PERCENT IMPERVIOUS FOR EACH LAND USE .............................................6 TABLE 3 - POINT RAINFALL DATA (INCHES) ............................................................... 8 TABLE 4 - WATER QUALITY CAPTURE VOLUME FOR BASIN A...................................... 9 TABLE 5 - WATER QUALITY CAPTURE VOLUME FOR BASIN B.................................... 10 TABLE 6- WATER QUALITY CAPTURE VOLUME FOR HIGH SCHOOL BASIN .................10 z... I I I, ,I: ,I J J - J - J j I'" 'J j .- j j j j j j j 'SECTION 1 - INTRODUCTION '1.1 Purpose and Scope This report SUlllllla';L';S ti,e hydrologic allalysis performed 10, Redhawk Communities Tract No. 23065, a proposed 220-acre residential development and high school. This report provides the basis of design for the onsite surface and underground storm drain system and water quality facilities required to service Tract No. 23065. 1.2 ExistiFlg Watershed Description The project watershed has a tributary drainage area of 411 acres. The land is fairly covered with open brush and sparse development. The watershed runoff drains from the east to the west. Runoff travels along Pala Road to Temecula Creek. Approximately 240 acres of the watershed is in the Pechanga Indian Reservation, which is sparsely developed. Three holes from the Redhawk Golf Course are currently within the project boundaries of the watershed. 1.3 Project Description The projectsite is located in an unincorporated area Riverside County. The vicinity map with the project site location is displayed in Figure 1. The development area is bound by the Pechanga Indian Reservation on the East, Pechanga Road on the South, Pala Road on the West and Dear Hollow Road on the North. The proposed land uses for the development include lA-acre single family homes, multi-family apartments, and a high school. Redhawk Tract No. 23065 Hydrologic Analysis 1 March 1,2001 Garren Group 3 - I . I - I - 1 - I - I, - I .. I - I i ,... I - I i i i i i ., I - I .bUI'I'c, R/'IJ' .// "t./} /" /" J'1'4. 79 _d__~___ '___'__d"', ,::-:-L - ~ RIJ ~ ---- ----- " "'x'" _. -- / ------KMECULACRE~- (' /" '\ Rll. ,1~ I I \ \ \ ~ \ 'f2 \ ;~ \ ,-<I: , U "- ~ "- I::J , ~ \ .... \ ~ \ \ A) '~. ,~~ '<13 ,<'(: ,'" , "" """ v ALL['/ PROJECT SITE ~ NORTH VICINITY MAP NOT TO SCALE A, ~ PUlNNINO . DI:.ION . ICD....TRUCTI~.. . 1I7ZAl.'TtINPI<W:WAY . · fME. CAI..J'ONA an-zo:o CON S U L TI N G ....,.U5Q5 . FAX M.oI7Z.U13 . _JlF.- P'lU'NUIl,J1D 'hi: SJfONSIOJI Of: nQJRE 1 DA'" "" PAGE 2 . I a, I ., I, ., l . I - I . I ~ I . I ., I ~ I - I .... ,I .- I - I ~ I .. I - I - I SECTION 2 - ENGINEERING ANALYSIS AND METHODOLOGY 2.1 Hydrology --, --4'"ilis-section'tlescribes the watershed'palallleters, hydrologic anal)isis procedures, and results of the hydrologic analyses. It is important to note that the peak discharges described in this document were estimated for the following plan elements: · The developed condition 10- and 100-yeardischarges were estimated for the design of the flood control infrastructure. The 10-year discharge shall be contained within the top of curb. The 1 OO-year discharge shall be contained within the street right-of-way. · The 2-yearlWater Quality Storm is estimated to design the diversion structures for the Water Quality Basins. The design discharges developed as part of this study must be updated if land ,use or major watershed boundaries are changed as compared to the conditions used to develop this report. Flood control facilities (storm drains) will be designed using hydrologic information developed as part of the tract improvement plans. '2.1.1 Rational Method Hydrologic calculations to determine the 10- and 100-year design peak discharges for tributary areas less than 300 to 500 acres are required to be performed using the Rational Method outlined in the Riverside County Flood ,Control and Water Conservation District (RCFC&WCD) Hydrology Manual. :The RationaliMethod relates the peak discharge (Q, cfs) to the drainage area (A, acres), the rainfall intensity (i, inlhr), and the runoff coefficient (C): Q= CIA The 2-, 10-, and 100-year design discharges at intermediate points were computed by generating a hydrologic link-node model, using the Advanced Engineering Software (AES) release date 1/1/99, which divides the watershed into drainage sub-basins, each tributary to a concentration point or hydrologic node, are linked together by a series of hydraulic conveyance processes. The following assumptions and guidelines were applied to the Rational Method: .r ~ Redhawk Tract No. 23065 Hydrologic Ana!vsis 3 March 1,2'()(}1 Garren Grcup . I . I I - I-- - -I - I - I . I - I ..., I .. I - I - I - I -I ,I i .., I -., -I -I 1 Infiltration rate is incorporated into the hydrology and is affected by the soil surface characteristics, cover type and quality, percent of impervious area, and the antecedent moisture condition. 2 An Antecedent Moisture Condition (AMC) of " was utilized for the analysis, which reflects the degree of ground saturation from previous rainfall events. The AMC can ranoe from I to III with <:;QJlC!!!iQ!':! -'" _being the most severe. 3 The runoff coefficients were determined by AES using the hydrologic land uses, soil type and cover, percentage of impervious area, antecedent moisture condition and rainfall intensity as prescribed in the RCFC&WCD Hydrology Manual. 4 The rainfall intensity for the 2-, 10- and 1 OO-year frequencies were determined using the 2-year 1-hour and 100-year 1-hour precipitation data (PlateD-4.3 & D-4.4) from the RCFC&WCD Hydrology Manual, dated April, 1978. 5 The initial subarea time of concentration, Ie, was determined from the Kirpich formula, which relates the Ie to subarea slope and development type. It is assumed the overland flow effects dominate the travel time hydraulics. Initial subareas were limited to less than 10 acres in size and less than 1,000 feet in length per the RCFC&WCD using this procedure. . 6 The 10- and 100-year peak discharge calculations for the post- development condition are included in the Technical Appendix and summarized in Table 1. '7 The hydrology ~alculations assumed 100 percent of the 1 DO-year surface runoff-was intercepted at each inlel. .8 The Tatum Method was used to calculate a bulking factor of 1.1 and was applied to the offsite flows. Drainage Area "C. is bulked before being added to Drainage Area "B." Calculations are included in the Technical Appendix. · 9 The 1 OO-year offsite flow rate from the storm drain in Pepper Corn Drive (Node 34 to 33) is taken from the storm drain profile drawing. The profile drawing is the County of Riverside Assessment District No. 159 Storm Drain Plans Pepper Corn Drive Line F (907-F) Sheet No.5 of 7 dated June 13, 1996. Los Angeles County Flood Control District Percent of Capital Flood Peak Q Versus Rainfall Frequency Equation was used to obtain the 2- and 10-year flow rates for the Pepper Corn Drive storm drain. Calculations are included in the Technical Appendix. An area of 16.5 acres was assumed for the offsite Peppercorn Drive subarea by using the (p - Redhawk Tract'No. 2306S - Hydrologic Analysis 4 March 1,2001 Garren-Group I 10 I - I . I- - I - I - I ... I .. J .. I I - I - , I - I -, I .. I I i I - I - I 2.6 average cfs/acre from the 100-year Drainage Area "A" calculation and back calculating the area. Table 1 - Summary of Peak Discharges Node Area 10o-year 1o-year System Node Area 100-year 1 o-year System (acre) (cts) (cts) (acre) (cts) (cts) , , 2 1.0 3.9 2.5 A 49 1.9 5.7 3.7 B 3 4.2 14.5 9.4 A 50 25.3 65.4 42.8 B 4 11.9 38.5 25.0 A 51 6.4 19.0 12.4 B 6 1.6 6.1 4.0 A 52 262.1 612.5 378.1 B 7 23.ll 73.3 46.7 A 58 ,1.4 3.4 2.2 B 8.5 2.6 9.0 5.9 A 59 13.4 42.6 28.4 B 9 0.3 1.0 0.7 A 59.5 27.8 84.9 56.3 B 9.5 1.4 4.8 3.1 A 60 319.4 752.5 470.7 B 10 3.7 11.6 7.5 A 13 134.3 317.0 197.4 C 11 6.5 19.1 12.2 A 26 226.5 476.8 292.3 C 12 10.'1 29.9 19.1 A 28 5.9 10.8 6.6 C 13 13.:~ 37.2 22.6 A 52 236.8 497.4 304.8 C 14 19.11 51.6 32.5 A 56 4.6 11.3 7.0 C 16 0.9 3.1 2.0 A 57 236.8 497.4 304.8 C 17 43.'1 123.4 78.8 A 62 1.7 5.2 3.3 C 18 51.7 144.2 92.8 A 63 8.1 23.6 15.0 C 19 5.1 14.5 9.4 A 64 16.2 45.3 28.5 C 19.5 60.'1 169.0 108.6 A 65 55.4 145.2 91.1 C 20 1.7 5.2 3.4 A 67 3.4 9.5 6.0 C 21 71.:1 195.1 125.7 A 68 10.4 27.7 17.5 C 23 1.2 4.1 2.7 A 70 2.2 6.6 4.2 C 24 4.9 16.0 10.4 A 71 8.9 25.0 15.8 C 25 6.9 22.0 14.3 A 72 126.3 299.9 187.2 C 29 126.7 307.1 196.5 A 74 4.8 12.5 7.9 C 30 2.5 6.4 4.2 A 75 15.5 38.1 23.9 C 31 3.9 9.6 6.2 A 76 46.3 106.3 65.9 C 32 9.1 20.5 13.1 A 79 6 14.9 9.4 C 33 31.2 75.6 46.5 A 80 14.1 33.8 21.2 C 35 49.!i 113.8 70.9 A 81 29.7 66.0 40.7 C 37 6.3 18.2 12.2 A 82 209.3 456.7 280.1 C 39 41.ll 98.0 60.8 A 40 2.0 6.7 4.4 A 41 130.7 316.5 202.3 A 42 135.2 327.0 208.8 A 43 141.0 340.2 217.0 A 44 150.8 363.5 231.5 A 44.5 151.5 365.1 232.5 A 45 2.9 8.4 5.4 A 46 151.5 365.1 232.5 A 48 1.5 4.4 2.9 A 54 1.8 5.8 3.8 A 1 Redhawk Tract No. 23065 Hydrologic Analysis 5 March 1,2001 Garrett Group . I . I . I :2.2 Surface Hydrology Characteristics and Delineation : 2.2.1 Major Drainage Areas . 'The proposed condition watershed is divided into 3 drainage areas. Drainage , Area "A" is 138 acres of the proposed develo ed area, consisting of Planning Areas 5, 9, and 17. Drainage Area "8" is a combination of Plarining Areas 2 & , 13, the high school, and Drainage Area "C." Drainage Area "C" is the golf course : and offsite area that is bulked before being added to Drainage Area 8. Figure 2 , shows the Drainage Areas. . I ! - !I I- I . I . I . ,I - I - I - I - il - I . I ~ I - I .... I : 2.2.2 Hydrologic Soils Classification 'The Department of Agriculture, U.S. Soil Conservation Service, has performed , general classification of the average soil runoff potential throughout the entire : county. There are all four hydrologic soils groups within the study area, Soils A, : 8, C, and D. Soils A is considered having the highest infiltration rates and is , found in the western part of the watershed. Soils D is considered to have the 'highest runoff potential and is found generally in the eastern part (offsite areas) , of the watershed. The dominant conservative soil type was assigned to each sub i area. A soils classification map of the area is provided in the technical appendix. : 2.2.3 Vegetation Cover and Impervious Areas 'The existing ,watershed consists primarily of agricultural land, golf course, open - brush and sparse development. The watershed is assumed as 1{)O percent : pervious under existing conditions. , Under the developed condition, impervious surfaces will be added. Impervious , surfaces within the watershed reduce rainfall losses associated with soil ,infiltration. Average impervious cover values have been assigned to the project ,land uses. The percent impervious for each land use is summarized in Table 2. Table 2 - Percent Impervious for Each Land Use Percent 1m ervious 50 80 ~atural or A riculture 0 Values taken from the RCFC& WCD Hydrology Manual Plate E-6.3 Land Use ~ , Redhawk Tract No. 23065 - Hydrologic Analysis 6 March 1,2001 Garrett Group , ~-- ,..-"-' '." , _ ~~_c -, ca' -- 'CII. - - -, -,-- _ ca. __ I 'r ~ l'i - ~ ~ ~ :-~ 'ii'<- ", ,:~,,:~~~ .:\ ..... '-.- . "";r.~ ", ~.~ ..~. .. J~:,.", :'~'\.t\ I" .~ ". ,":', .... . . :~.:.~.. ...:.....i, -", ....... -.~~., ." JI!~ gmg ~il Hill II !lJ Ii II . ,. .' , "~tJ:_." ~, ~~>: lI:S': " C)'~, ' :'a;m ','.., ',.." ". ...::?... .~ .,.... ....." " \. :. ~ :. ':\ .,: . ~"~' . , '. . ", /: "'" ,,' ,,;;,,1' ~ .~. _J" In : ,;. :lII,1 "1- O' C., ~i -t' o(i , ~~DIII~ ~ilIP i!!~1 I ~ ~ = H1 I ~. if ~. Iii I !il Iii ." lu " " "'II !i1i:""-0 ~ ~ "'01 "s p II ~ I "ii I - l ! I l i ~ .. 5 = i 0 .. ~ B N l I ... s po .. OJ/avOl 9:2.-4.01'1'I ~~'. :.::~:~~:.~~. " :~~j..,.~7~ '. \:'-::':~.~::.;.:. ..: '. "~.' : Ai'h~f~ '.~ : . ,,"n'- ;V~*k;~~~i~rl: . I . I . I . 1-__ .. I - I .. I ., I ., I ., I , .. ! I - I . I - I . I . I - I - I - I 2.2.4 Precipitation 'Rainfall data .was obtained from the Riverside County Flood Control and Water . Conservation District Hydrology Manual. The point rainfall isohyetal throughout the property for various return periods and frequencies are listed in Table 3 below. , Values for 2- & 1 DO-year storms are taken from the RCFC & WCD Hydrology Manual , Precipitation Maps. The other return periods are extrapolated from the 2- and 1 OO-year values. 2.2.5 Subarea Tirne of Concentration Subarea timE~ of concentration for each of the individual subareas is representative of the runoff travel time. The AES computer program, using 'Riverside County methods, computes the time of concentration for each subarea. ,2.3 Water Quality ,A hydrologic analysis was performed to estimate the volume of water assumed ,as the water quality volume for each water quality basin. Each water quality ,basin has been sized to accommodate the volume of water to be treated, also referred to as the water quality capture volume. The numeric,sizing criteria assumed for the sizing of the water quality basins are based on criteria defined by the California Regional Water Quality Control Board San Diego Region. Several BMP sizing criteria have been defined which may be applicable to constructed BMPs within the San Diego region. One criteria used for sizing BMPs is defined as.... "The volume of runoff produced from each and every :storm event up to and including a historical record-based reference 24-hour rainfall criterion for 'treatment' (0.6 inch approximate average for the San Diego County area) that achieves approximately the same reduction in pollutant loads 'achieved by the 85th percentile 24-hour event." This criteria was used for siZing the water quality basins within the Redhawk project. 2.3.1 Basin Sizing The volume of runoff was calculated using the method prescribed in the Water Environment Federation Manual of Practice No. 23/ASCE Manual and Report on \0 Redhawk Tract No. 23065 Hydrologic Analysis 8 March 1,2001 Garrett Group . I . I - I - I ... I - I ... I - I - I - I - I - I ~ I - I i i i i I Engineering Practice No. 87 - An Approach for Estimating Storm Water Duality Capture Volume (Pg. 175). The analytical procedure is based on a simple transformation of each storm's volume of precipitation to a runoff volume using a coefficient of runoff. A third-order regression equation to calculate the runoff coefficient was derived for this transformation. The runoff coefficient is calculated with the following equation. C = 0.858P -0.)8r+(1:774(.+ 0.04 Where C = runoff coefficient, and i = watershed imperviousness ratio. The following equation uses the prescribed precipitation depth of 0.6 inch and relates it to the "maximized" detention volume. Po = (a . C) . P6 , Where Po = maximized detention volume determined using the volume capture ratio as its basis, watershed inch; a = ,24 hour drain time regression constant from least-squares analysis; C = watershed runoff coefficient; and P6 = mean storm precipitation volume (0.6 inch), watershed inch. Table 4, Table 5, and Table 6 below summarize the water quality basin volumes . calculated using the procedure above. Table 4 - Water Quality Capture Volume for Basin A I Description Values Notes : Imperviousness Ratio i 0.50 Plate E-6.3 RCFCD Hydrology Manual i Runoff Coefficient C 0.34 C = 0.858i3 - 0.78i2 + 0.774i + 0.04 Drain Time of Capture Volume, hrs t 24 i Regression Constant a 1.582 Table 5.4 ASCE Manual No. 87 , Mean Storm Precipitation, in P6 0.6 Figure 5.3 ASCE Manual No. 87 , Maximized Detention Volume, in Po 0.32 Po = a . C . P6 : Po converted to ac-Wac Po 0.027 , Watershed Area, Acre A 151.5 Total Tributary Area to System 'A' : Basin Volume, ac-ft Vo 4.07 , Additional 20% for sediment, ac-ft V 4.88 \\ , Redhawlc Tract No. 23065 . Hydrologic Analysis 9 March 1,2001 Garrett Group . I . I - I - I . I - I . I - I - I - I - I - I - I ... I - I - I ~ I - I - I Table 5 - Water Quality Capture Volume for Basin B . Description Values Notes . Imperviousness Ratio i 0.64 Plate E-6.3 RCFCD Hydrology Manual Runoff Coefficient C 0.44 C = 0.858i3 - 0.78i2 + 0.774i + 0.04 Drain Time of Capture Volume, hrs t 24 I RegressionConstl'lnt a '~82 TaDJe'5.4 ASCE Manuall"rci~' 87 I Mean Storm Precipitation, in Pe 0.6 Figure 5.3 ASCE Manual No. 87 , Maximized Detention Volume, in Po 0.42 Po = a . C. Pa Po converted to ac-Wac Po 0.035 , Watershed Area, Acre A 25.3 Planning Areas 2 & 13 Basin Volume, ac-tt Vo 0.88 Additional 20% for sediment, ac-tt V 1.06 Table 6 - Water Quality Capture Volume for High School Basin Description Values Notes Imperviousness Ratio i 0.63 Area estimated from high school lolans Runoff Coefficient C 0.43 C = 0.858i3 - 0.78i2 + 0.774i + 0.04 Drain Time of Capture Volume, t 24 hrs Regression Constant a 1.582 Table 5.4 ASCE Manual No. 87 Mean Storm Precipitation, in Pe 0.6 Figure 5.3 ASCE Manual No. 87 Maximized Detention Volume, in Po 0.41 Po = a . C . Pe Po converted to ac-ftIac Po 0.034 Watershed Area, Acre A 57.3 Basin Volume, ac-ft Vo 1.96, Additional 20% for sediment, ac-tt V 2.35 The 2-year storm for this watershed has a rainfall of 0.6 inch. The 2-year storm event is to be used to design the flow diversion structures to the water quality basins. Areas considered for the water quality capture volume are proposed developed areas. The runoff from the proposed developed areas will be routed through a water quality basin prior to being confluenced with the offsite flows. Diversion structures and basins are to be designed to allow the larger storms to -bypass the water quality basins. \t. Redhawk Tract No. 23065 Hydrologic Analysis 10 March 1, :W01 Garrett Group I . I ~ I - I-,~" . I I - I I - I - I - I - I - I i i i j 'i I ~ SECTION 3 - SUMMARY This hydrologic study provides guidance to the development of the project on drainage and runoff management/water quality issues as individual phases are +constrtlCtea-ouring the development period-oHhe-pmject-;-T-his study consists-of- two general components: 1. An estimate of 10- and 100-year discharges to be used to design the flood control facilities. 2. An estimate of the stormwater quality capture volume to be used in designing the water quality basins. The design discharges developed as part of this study will be used to size the flood control and water quality facilities. Storm drain systems will be designed as a part of the ,local tract improvements. Runoff from the watershed will discharge into the Pala Road Channel currently under design by Lohr & Associates. Overflow from Pechanga Creek will also add to the project runoff discharging into the Pala Road Channel. References ASCE Manual and Report on Engineering Practice No. 87, WEF Manual of Practice No. 23, Urban Runoff Quality Management, 1998. California Regional Water Quality Control Soard, San Diego Region, Water Quality Control Basin Plan for the San Diego Basin (9). Riverside County Flood Control and Water Conservation District, Hydrology Manual, 1978. \:> Redhawk Tracl No. 23065 Hydrologic Analysis 11 March 1,2001 Garrett -Group . I .. I . I . I .. I - I . I - I - I - I . I .' I - I - I - I - I -I I - I - I 'SECTION 4 - TECHNICAL APPENDIX ,ApPENDIX A - BACK-UP DATA AND TABLES ApPENDIX 8 - HYDROLOGY CALCULATIONS (AES) . ApPENDIX C - HYDROLOGY MAP , Redhawk Tract No. 23065 Hydrologic Analysis \A. 12 March 7, 2007 Garrett Group I - I I - I - I I - I - I - I i i i i i I i j j i ApPENDIX A BACK-UP OAT A AND TABLES REDHAWK TRACT No. 23065 Point Rainfall Data Soils Map Water Quality Basin Volume Calculations Impervious Cover Table Runolllndex Numbers Tatum Method Bulking Factor Calculation LA County Peak Bulking Factor Curves Pepper Corn Drive Peak Flow Calculation " \:> Redhawk Tract No. 23065 Hydrologic Analysis A March 1,2001 Garrett Group . I . I ,., I . I . I ... I .. I - , I . I .., I i i i i i i i i i Redhawk Tract 23065-2 IN: 15-100312 Garrett Group 9.00 8.00 7.00 III III 'fi 6.00 .= .= z:. 5.00 - c.. ~ 4.00 100 1.40 2.50 3.50 6.75 Rainfall Depth Versus Return Period For Partial Duration Series - - III - 3.00 c III ~ 2.00 1.00 0.00 1 10 100 1000 Return Period in Years 03/01/2.001 - 9:45 AM .page 1 of 1 HYDRO.xls - Point Rainfall \~ -.- 24-H .........e,Hr _3-Hr -+-1-Hr I . I - I - I I - I I - I j. -, I i j i j i i i j RCFcaWCD HYDROLOGY MANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR PECHANGA \\ I LEGEND - SOLS GROUP BOUNDARY A SOlLS GROUP :OESIGNATlON . o - FaT 5000 PlATE C-1.61 I I ,I .1 .1 J I j i I j .i i j j j j i j Redhawk Tract 23065-2 IN: 15-100312 Garrett Group Stormwater Ouality Capture Volume Calculation System "A" Oescriptlon Values Notes Imperviousness Ratio i 0.50 Plate E-6.3 RCFCD Hydrology Manual --- -- Runoff Coefficient C 0.34 C = 0.85813 - 0.781' + 0.7741 + 0.04 Drain Time of Capture Volume, hrs t 24 Regression Constant a 1.582 Table 5.4 ASCE Manual No. 87 Mean Storm Preciphation, in p. 0.6 Figure 5.3 ASCE Manual No. 87 Maximized Detention Volume, in Po 0.32 Po=a.C"P6 Po converted to ac.IVac Po 0.027 Watershed Area, Acre A 151.5 Total Tributary Area to System 'A' Basin Volume, ae-ft Vo 4.07 . ' Additional 20% for sediment, ac-ft V 4.88 Stormwater Ouality Capture Volume Calculation - Portion of System "B" Description Values Notes Imperviousness Ratio i 0.64 Plate E-6.3 RCFCD Hydrology Manual Runoff Coefficient 0 0.44 C = 0.858i3 - 0.781" + 0.n41 + 0.04 Drain Time of Capture Volume. hrs t 24 Regression Constant a 1.582 Table 5.4 ASCE Manual No. 87 Mean Storm Preclptlation, in p. 0.6 Figure 5.3 ASCE Manual No. 87 Maximized Detention Volume, in Po 0.42 Po=a'C'P. Po converted to ac-IVac Po 0.035 Watershed Area, Acre A 25.3 Planning Areas 2 & 13 Basin Volume, ac.ft Vo 0.88 Additional 20% for sediment, ac.ft V 1.06 Stormwater Quality Capture Volume Calculation - School Site Description Values Notes Imperviousness Ratio i 0.63 Area estimated from high school plans Runoff Coefficient ,C 0.43 C = 0.858i3. 0.78i' + 0.n4i + 0.04 Drain Time of Capture Volume, hrs t 24 Regression ,Constant a 1.582 Table 5.4 ASCE Manual No. 87 Mean Storm Precipitation, in p. 0.6 Figure 5.3 ASCE Manual No. 87 Maximized Detention Volume, in Po 0.41 Po = a. C. P6 Po converted to ac-IVac Po 0.034 Watershed Area, Acre A 57.3 Basin Volume, ac-II Vo 1.96 Additional 20% for sediment, ac.ft V 2.35 \'0 03/01/2001 - 9:45 AM Page 1 of 1 HYDRO.xls.Water Quality I . I I . I r I - I . I r I . I ... I ... I - I - I - I I - I ~ -. - ,. ,I ACTUAL IMPERVIOUS COVER Land Use (1) Range- Percent Recommended Value For Average Conditions-Percent (2 Natural or Agriculture o - 10 o Single Family Residential: (3) , . 40,000 S. F, (1 Acre) Lots 10 - 25 20 20,000 S. F. (~Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 MultiplE! Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 -100 90 Notes: 1. Land use should be based on ultimate development of the watershed, Long range master plans for the County and incorporated cities should be reviewed to ir~5~re reasonable land use assumptior~. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to diff~rences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs, A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3, For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above, RCFC a weD HYDROLOGY t-AANUAL IMPERVIOUS FOR DEVELOPED COVER AREAS \G" PLATE E-6.3 . I . I r I ,I T I ,- I - I T I - -I ~ I - J - ,I i i I i ~ -I i - J I ...... RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PER\TI<>tlS AREAS-Me II Cover Type ( 3 ) Quali ty of Cover (2) NATURAL COVERS - Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus,and scrub oak) Poor Fair Good Chaparrel, Narrow1eaf (Chamise and redshank) Poor Fair Grass, Annual or Perennial Poor Fair Good Meadows or Cienegas (Areas with seasonally high water table, principal vegetation is sod forming grass) Poor Fair Good Open Brush (Soft .wood shrubs - buckwheat, sage, etc.) Poor Fair Good Woodland (Coniferous or broad1eaf trees predominate. Canopy density is at least 50 percent) Poor Fair Good Woodland, Grass (Coniferous or broadleaf t~ees with canopy density fran 20 to 50 percent) Poor Fair 1;ood URBAN COVERS - Residential or Commercial Landscaping (Lawn" shrubs, etc.) Good Turf (Irrigated and mowed grass) Poor Fair Good AGRICULTURAL COlTERS - Fallow (Land plowed but not tilled or seeded) RCFC a WCD HYDROLOGY l-.tlANUAL RUNOFF INDEX FOR PERVIOUS Soil Group ABC D 78 86 91 93 53 70 80 40 63 75 31 57 71 85 81 _ 78 71 82 55 72 88 91 81 86 67 78 86 89 SO 69 79 84 38 61 74 80 63 77 85 88 51 70 80 84 30 58 72 78 62 76 84 88 46 66 77 83 41 63 75 81 45 '66 77 83 36 60 :3 79 28 55 70 77 57 73 82 86 44 65 77 82 33 58 72 79 32 56 '69 75 58 74 83 87 44 65 77 82 33 sa -:'2 79 76 85 90 92 NUMBERS AREAS 7.P PLATE [-6.1 (I of 2) . I . I ~ I . I ~ I - I ...., I i i I i i i i i i i i ~ JOB It; - 100'30 Il- 1 2.. SHEET NO, OF CONSULTING ~E. DATE CALCULATED BY PLANNINE3 . DESIGN . 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I - I - I ApPENDIX B HYDROLOGY CALCULATION AES REDHAWK TRACT No. 23065 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 100-year Project Condition - Drainage System "A" 10-year Project Condition - Drainage System "A' 100-year Project Condition - Drainage System "B" 10.year Project Condition - Drainage System 'B' 1QQ-year Project Condition - Drainage System "C' 1 Q.year Project Condition - Drainage System "C' 2-yearlWQ Project Condition - Drainage System "A' 2-yearlWQ Project Condition - Drainage System "B" 2-yearlWQ Project Condition - Drainage System "C" ..' 'Redhawk Tract No. 23065 'Hydrologic Analysis B March 1,2001 Ga"ett-Group 7-Cp . I . I . I . I - I - I - I - II , -- J 1 I i ., I i i i i ~ I - I ApPENDIX B-1 HYDROLOGY CALCULATION AES REDHAWK TRACT No. 23065 100-year Project Condition Drainage System "A" March 1,2001 Garrett Group 1-"\ Redhawk Tracf No. 23065 Hydrologic Analysis . I . I .. I 'I - ,I - I - -I j - I i i i i i i i j ,j i . ~ . o o o ~ -. '. " . " .; ~ " . ~ .~ "" .. ". ~~ 0_ . 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M~.~:~:~ ....Ir.:HOlu_ :=~~~ i ..,.. 0( ~ << . zE~;:8S-: "'HIo1~tlo1lU:1a ~~~fife:P~ ~:~!~~:~ o~...r:;;~::!:.J E~E!In~t:::~~ Io1Ha. SinH CQ.:;' ..JllQ. A,\ I I . I i . I '" I . I . I .. I . I .. I .. I . I . I~ :, . I . I . I . I . I ApPENDIX B-2 HYDROLOGY CALCULATION AES REDHAWK TRACT No. 23065 10-year Project Condnion Drainage System "A" Redhawk Tract No. 23065 Hydrologic Analysis March 1, 2001 Garrett Group A,'O I, ~ i L , } , i , . I 1 1 . I I . I , I i 1 A . ~ . . . . . ~ ~ ~ -~ " . 0_ ~. d 0" .- ~~ ~ ~ ~~ . . " ~ < ~ o . ~ . ... =.~~ o ' , ... " . ~ . . 0;:;_ o ~ 0 ~H:S .u. ~I:l~ 0-. ti:j:i <0 ~t;:: ~~::l 500 5~tj .. ~ . . ::e~ " ~g. "0 o. ~U i . :: . ... ~c:c: ... ... :::.... ~ ~ G A , A . 'l~ B- . " ~ .. <- ~~. o.t "~o ~o~ d~ ".~ s~" . a . ~ . . " . . < . ~ ~ , , , , . t . g -: ::lj ~ .!: Q A : ~:z ~ PI .. tIl 0 III C .c..... )... .. ~ .<,.;1... 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III ........ ~.. ' , , .......... a:...."" ~ - ~ O.._r--onUl U..Ulr--........ !!;et..;"" ;5-......... ~a: ............ . . .~. ~iiillIl...."... , ~ ~ , .. i1 . I a J I . J .. I .. I . I - I . I - I , -. . I - I - I ... I -- I ~ I I - I ApPENDIX 8-4 HYDROLOGY CALCULATION AES REDHAWK TRACT No. 23065 10-year Project CondRion Drainage System "S' , Redhawk Tract No. 23065 Hydrologic Analysis March 1.2001 Garrett Group ~n - . I .1 'P'I ,I .., .1 - .1 . ,I - .1 J J " . . . . C C " ~ N ~ ~ . . ,; C N . . ~: H. ~. .. ~~ ~H 0- ~~ OH ~~ I~ MCC 't1 ~ ~ . ' , .CC ~ ':!' . c- O- o ~ 0 ;::...::5 .... ~;:; ~Q~ C-. .0- V~~ .~ ... ~.. .. e.. 5efl e~ ~B ~~E . Eh t@t; s...~ C . ~ ~ . = . CCC ccc :g~ N. N - ~ ~ " C . . t -0 .~. CO- HOli ~. .- ~IH ~ f o ~ ~~~ oet ~=o .~~ StllVl . ! . . . . . . . . ~ . . , . , . . . . : E -: :! ~ ~ .!!;: . . " :i a It ~.-I ., VI 0 III Cl ..oCt-< ".... .,<0" ..... . .c.:l"" 'I ~ :> ore 0 . ., l:'i;' VI c :1 ~ ~ ~] :1 g; 8 t ~ :116~i:: .1 t::: 0...... :l ~ ~ .~ .. ~ Ii, . . 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".<< i~ i.- . ~a:"""'''. ..u -...... -.......c............ u......................1Il1tl ~ ~ t. 8:~ . << .IX ......AN.......... ~ ................o......r-.......... . S ~ . SlC "........"'.........n...... ~ ". o~= . > . Ii ~ " ~~ . . ~ ~ IB=........,..."'\ll... g . . 0 . . ~u~~.. ~~t~~.. ~...~ . ~!E........ :=i.............Ifl.............~ ~ ~~ . .~ "i ~ ~ I ., ~ . : '~ ~H . . .q . ~ I . ~ . . :'Vllt ~u . . . . . . . . . . . ~ . \1P . . 0 . I . I . I . I . I . I - B ... I - I ... I - I - I .... I - I - I - I I - I I ApPENDIX 8-9 HYDROLOGY CALCULATION AES REDHAWK TRACT NO. 23065 2-yearrNater Quality Storm Project Condition Drainage System OC. Redhawk Tract'No. 23065 'Hydrologic Analysis March 1,2001 Garrett Group \-z.,~ . . I . I ~ I . I . I . I . I .. I . I . I .. I .. I - I . I - I - I - I . o . . o . . K ~ . . . 'b o. . . .- ... ~ "::1 .. ...c.. . ~ C ~ . . . . . . ~~- ~.. ~-. . . ~ ~ .- . ' e~ . :~~ O~ . . ~ ~ .... '5.~ =.~ ~H Cp:~.. 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