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Home My WebLink AboutTract Map 31946 Drainage Study Jun. 2006 I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY Ternecula Lane I Off-site Lorna Linda Road RE: TENTATIVE TRACT 31946 City of Temecula County of Riverside, California June 2006 : Prepared for: : Temecula Lane, LLC ,41743 Enterprise Circle N, Suite 207 :Temecula, Ca. 92590 Date Revision History Comment Report Prepared By: 40810 County Center Drive, Suite 100 Temecula, California 92591-6022 . . 951.676.8042 telephone CONSULTING 951.676.7240 fax Engineer of Work! Contact Person: Mike Tylman, P.E. Joseph Daniel Hales, E.I.T. RBF IN 15-100834 \ II . '. . . . I I . I I . . . . I I I I TABLE OF CONTENTS SECTION 1 - INTRODUCTION ...............................................................................................................1 1'.1 Background .............................................................................................1 1~2 Objective .................................................................................................1 SECTION 2 - HYDROLOGIC DATA ........................................................................................................2 2.1 Hydrologic Analysis and Methodology.....................................................2 2.1.1 Rational Method ...................................................................................................2 22 PROPOSED CONDITION HYDROLOGY...............................................3 SECTION 3 - WATER QUALITY SUMMARy..........................................................................................4 3'.1 Non-Structural and Structural BMPs .......................................................4 SECTION 4 - HYDRAULIC ANAL YSIS....................................................................................................5 4~ 1 Hydraulics................................................................................................ 5 42 Local Stormdrain Hydraulics ...................................................................5 SECTION 5 - REFERENCES ..................................................................................................................6 TECHNICAL APPENDICES A Rational Method - Proposed Condition 10-Year B Rational Method - Proposed Condition 100-Year C HELE-1 Catch basin Calculations D WSPG Storm Drain Hydraulics E Miscellaneous backup data LIST OF FIGURES Figure-1: Vicinity Map Figure-2: Soils Map- Proposed Conditions Figure-3: Hydrology Map- Proposed Conditions 1- II I I I I I I I I I I I I I I I I I I : SECTION 1 - INTRODUCTION , 1.1 BACKGROUND 'The off-site area for T emecula Lane I is Lorna Linda Road, the southeast frontage road for I the development, is located in the County of Riverside within the corporate boundary of the : City of Temecula, see location map. The off-site area consists of 3.5 acres. '1.2 OBJECTIVE 'The primary objective ofthis report is to provide the technical documentation for the design , and improvements plans for the proposed storm drain facilities and include the following: 1. Identify the required storm drain facilities for the off-site area based upon the grading plans, and delineate the drainage area tributary to each proposed drainage inleUconcentration point. 2. Based on drainage patterns, ground slope, land use, soil type, and using the County of Riverside Rational Method, perform a hydrologic analysis to provide the design f10wrate used to size the proposed storm drain facilities. This analysis covers the proposed condition hydrology. 3. Perform hydraulic analysis on the proposed storm drain facilities for the off-site improvement. 4. Adhere to the Riverside County Flood Control and Water Conservation District's (RCFCD&WCD) hydrologic criteria that 1 O-year storm flow and 1 OO-year storm flow be contained within the curb and street right-of-way, respectively. 5. Provide water quality treatment of the surface runoff per Regional Water Quality Control Board criteria. ,All assessments and technical analysis in this report are in compliance with the local : drainage policies and requirements, and the California Environmental Quality Act (CEQA) : of 1970, as amended. i Lorna Linda, Temecula, Riverside County, CA I Drainage Study 1 ~ I I. . . . I . I I I I I I I I I I . . . . . CONSULTING E 0. r-... ~ HWY 79 N ill o "'- L[) "'- ill PROJECT. SITE 1'4;; <<'CU, '(-<I '2:-- r:::}r-.\) (-<Ilk \)"0\)'y-. \-CJ\}'y-. (f) W -.J <( I o /) ('C~ '/j~ (;'-<1 /) '1-4--;- CJ '" o 0.. <( ::> >- f- Z U :> .". n OJ <( o Z -.J <( ::> o -.J ,/' o 0::: o >- I ,/' > -.J o ,/' o z <( -.J ,/' o o <( U ,/' .". n OJ o o L[) :;:- <( f- <( o 0.. ,/' I VICINITY MAP NOT TO SCALE PLANNING DESIGN CONSTRUCTION 40810 COUNTY CENTER DRIVE, SUITE '100 TEMECULA. CAUFOANIA 92591-6022 951.676.8042 FAX 951.676.7240 www.RBF.com LOMA LINDA ROAD FIGURE 1 VICINITY MAP l\ I I I I I I I I I I I I I I I I I I I :SECTION 2 - HYDROLOGIC DATA : 2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY I Hydrologic calculations to evaluate surface runoff associated with the 10-year, and 100- ~ year hypothetical design storm frequencies from the project watershed were performed ,using the rational method based upon the relative size of the watershed. The rational I method is a surface hydrology procedure, which allows evaluation of the peak : discharge generated from a watershed area. This method only evaluates peak : discharge and does not analyze runoff volumes or the time variation of runoff. The ,watershed subbasin boundaries within the project site were delineated utilizing I topographic mapping of the area for the proposed grading plan to determine the : development drainage patterns. Hydrologic parameters used in this analysis such as I rainfall and soil classification areas presented in Riverside County Hydrology Manual, : dated April 1978, were identified. A hydrology analysis was performed to evaluate the I anticipated runoff generated from the proposed residential development. The hydrology I analysis of the. proposed development included determining a conceptual storm drain I collection system, which corresponds to the development drainage patterns. The I drainage areas and subarea boundaries within the study area were delineated based I on the proposed grading plan. The proposed storm drain facility was designed to not I exceed the current capacities of the existing drainage facilities at the downstream I project boundary. 2.1.1 Rational Method , The hydrologic calculations to determine the 10- and 1 OO-year ultimate design discharges 'were performed using the County of Riverside Rational Method from the RCFC&WCD , Hydrology Manual dated April 1978. The Rational Method is an empirical computation I procedure for developing a peak runoff rate (discharge) for watersheds less than 300 acres ; and storms of a given recurrence interval. This procedure is the most common method for ~ small area urban drainage design since the peak discharge is generally the only required I parameter for hydraulic design of drainage facilities. The Rational Method equation is I based on the assumption that the peak f10wrate is directly proportional to the drainage ; area, rainfall intensity, and a loss coefficient related to land use and soil type. Flows are I computed based on the formula Q=CIA, where: Q = Discharge in Cubic Feet Per Second; C = Runoff Coefficient, based on Land Use and Hydrologic Soils Group; I = Rainfall Intensity, Inches/Hour; A = Area, Acres. Lorna Linda, Temecula, Riverside County, CA Drainage Study ".:; I I I I I I I I I I I ,I I I I I I I I E 0. m N ill o "'- L[) "- ill (f) W -.J <( I o LOMA LINDA ROAD . . . CONSULTING L[) :;:- <( f- HYDROLOGIC SOILS GROUP MAP ~ SOURCE' PLAlE C-t61 RCFC AND WCD HYDROLOGY MANUAL ,/' I FIGURE 2 ro I I I I I I I I I I I I I I I I I I I . The peak discharge from a drainage area using the rational method occurs at a critical time ,when the entire drainage area is contributing runoff known as the "time of concentration" I for the watershed area. The design discharges were computed by generating a hydrologic '''link-node'' model, which divides the analysis area into drainage subareas, each tributary to ; a concentration point or hydrologic "node" point determined by existing terrain. 'The hydrology analysis was performed for the developed condition 10-, and 100-year I hydrology. The results of the watershed analysis for the proposed development generated I the resulting peak discharges at the downstream project boundary. . The following assumptions/guidelines were applied under the Rational Method. 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. Soils maps from Riverside County Flood Control and Water Conservation District Hydrology Manual indicate the Soil Type "C" is representative of the project location. The Manual utilizes the Soil Conservation Service (SCS) soil classification system, which classifies soils into four (4) hydrologic groups (HSG): A through D, where "D" is the least pervious, providing greatest storm runoff. The soils maps (Plate C-1.61 Pechanga) from the Manual and the project site is shown on Exhibit 2, Hydrologic Soils Group Map. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff coefficients used were based on the proposed half-street improvement. This project assumed commercial cover. 3. Rainfall data used was taken from the above Manual for the "Murrieta- Temecula and Rancho California" areas. 4. The initial area is generally less than 10 acres and flow path lengths are less than 1,000 feet, per RCFC&WCD analysis procedure. 5. The 2-year (1 hour) and the 1 OO-year (1 hour) precipitation values of 0.57 inches and 1.35 inches respectively were obtained from Figures D-4.3 and D- 4.4 of the Manual, respectively. The slope of the Intensity Duration Curve of 0.55 was obtained from Figure D-4.6 of the Manual. The above-mentioned figures are included in the Technical Appendix. ,2.2 PROPOSED CONDITION HYDROLOGY . The developed land use conditions associated with the proposed project will modify the hydrologic characteristics of the watershed by (1) increasing the amount of impervious Lorna Linda, Temecula, Riverside County, CA Drainage Study $-1 I I I I I I I I I I I I I I I I I I I area, (2) modifying existing drainage patterns, (3) increasing the hydraulic efficiency of , the drainage conveyance system from natural drainage courses to improved underground storm drain systems, (4) reducing the time to peak flow, and (5) increasing . the peak discharges. , A hydrologic analysis was prepared for the project watershed reflecting the proposed project. The peak runoff f10wrate at various concentration points (nodes) throughout , the watershed is provided for the 1 O-year and 1 OO-year storm events. Appendix A and B contain the 10-year and 100-year hydrologic analysis. See Hydrology map in this report for detail analysis location. SECTION 3 - WATER QUALITY SUMMARY , The water quality program consists of both non-structural and structural Best Management Practices (BMPs). The non-structural BMPs consist of: 1) Public Education; and 2) , Common Area Maintenance Practices. 3.1 NON-STRUCTURAL AND STRUCTURAL BMPs . The Maintenance Corporation utilizes both Integrated Pest Management and Integrated , Vegetation Management to minimize impacts to urban runoff water quality. Also, irrigation will be minimized to the maximum extent practicable. The method of irrigation control reduces the amount of water used for irrigation and minimizes the potential for overspray and nuisance runoff. Additional maintenance pollution prevention practices include monthly street.sweeping, catch basin signage, and routine trash pick-up. . The structural BMP's that will be used are catch basin inserts provided for the three-catch basins. Lorna Linda, Temecula, Riverside County, CA Drainage Study ~~ I I I I I I I I I I I i I il I I I I I I , SECTION 4 - HYDRAULIC ANALYSIS , 4.1 HYDRAULICS . The design discharges tributary to each proposed catch basin were taken from the results I of the Rational Method Hydrology calculations. The two proposed catch basins have been I designed to intercept the 1 OO-year flows since both are sump inlets. The three 4-foot long , catch basins will confluence with an existing storm drain system along Lorna Linda Road. , The catch basin sizing calculations were conducted using the computer program "Hydraulic Elements 1 (HELE-1)", created by Advanced Engineering Software Co. (AES) and are , included in Technical Appendix C along with a f10wmaster depth calculation for CB "A-3". 'The program approximates curb inlet capacities based on Bureau of Public Roads nomograph plots for flow-by and sump type basins. Flows will be conveyed within the Top , of curb for the 1 O-year and within the Right of Way for the 1 DO-year storm events. Lorna Linda has a 39-foot Half-width Right of way and T emecula Lane has a Right of way of 60'. ,4.2 LOCAL STORM DRAIN HYDRAULICS . The hydraulic analysis and design of the local storm drain system associated with the project was performed for the calculated 1 OO-year f10wrate using the "Water Surface Pressure Gradient" computer program. Water Surface Pressure Gradient (WSPG) is . the Hydraulic Analysis Computer Program (F0515P) developed Los Angeles County Department of Public Works. The program is designed to compute and plot uniform and non-uniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The water surface profiles are computed using Bernoulli's equation for the total energy at each section and Manning's formula for friction loss between sections in a reach. The open channel flow computation uses the standard step method. Confluences are analyzed using pressure and momentum theory. The results of the "WSPG" program are included in the Technical Appendix D. The following assumptions/guidelines were applied for the use of WSPG: 1. Manning's "n" value of 0.013 was used for RCP. 2. The elevations, lengths, pipe diameters and other dimensions used in the computer model are in Imperial units. 3. Storm drainpipe lengths and elevations were taken from the proposed storm drain improvements. 4. The Soffit of the existing 42" and 60" pipes were used as the downstream control. The design discharges used in the hydraulic analysis for the storm drain were generated in Lorna Linda, Temecula, Riverside County, CA Drainage Study ,q I I I I I I I I I I I I I I I I I I I the 100-year hydrologic analysis included in Technical Appendix B. :SECTION 5. REFERENCES '1. Riverside Flood Control District and Water Conservation District (RCFC&WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, 2001. '3. The AES Hydraulics Elements I Program Package (HELE-1) Version 6.0, 1999. A. WSPG-Water Surface Pressure Gradient V. 14.06 5. Flowmaster V. 8.0 . H:IPDAT AI15100834\AdminlreportslLoma Linda Hydrology report. doc Lorna Linda, Temecula, Riverside County, CA Drainage Study ;\{J I I I a I I I I I il I I I I I I I I I ~ DRAINAGE STUDY LOMA LINDA ROAD AES Rational Method 10- YEAR ANALYSIS TECHNICAL APPENDIX A \\ 1 'H:If'DATA\151~\AESIl.ana1..irda\OO-1S.20C6\L.L34D10.0UT .............................................................................. I RATIaNAL METHOD HYDRaLOGY caMPUTER PROGRAM BASED aN RIVERSIDE COUNTY FLOOD CONTRaL " WATER caNSERVATION DISTRICT (RCPC&.WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.00) Release Date: 01/01/2004 License 10 1264 I Analysis prepared by: REF Consulting 14725 Alton Parkway Irvine, California 9;1619 I................................ DESCRIPTION aF S'nJDY ........................... . Lorna Linda road (Temecula Lane Off-site) . . 10-Year Developed Condition . . Job 15100834 . ............................................................................................... I FILE NAME: LL34DI0.DAT TIME/DATE aF STUDY, 14,12 06/15/2006 ----------------------------------------- --------------------------------- USER SPECIFIED HYDRaLOGY AND HYDRAULIC MaDEL INFORMATIaN, I USER SPECIFIED STORM EVENT(YEAR). 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT aF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE - 0.90 2-YEAR, l-HOUR PRECIPITATIaN(INCH) '" 0.570 100-YEAR, 1'-HOUR PRECIPITATIaN(INCH)" 1.350 COMPUTED RAINFALL INTENSITY DATA, STORM EVENT.. 10.00 1-HOUR INTENSITY(INCH/HaUR) SLOPE OF INTENSITY DURATIaN CURVE = 0.5500 RCFC&.WCD HYDROLOGY MMroAL "C" -VALUES USED FOR RATIONAL METHOD NOTE, CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES "USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF- CROWN TO STREET-CROSSFALL, CURB GUTTER-GEOMETRIES: WIDTH CRaSSFALL IN- / aUT-/PARK- HEIGHT WIDTH LIP HIKE (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) I 0.900 INO. m 1 MaDEL. MANNING FACI'OR In) 0.020/0.050/0.020 0.020/0.050/0.020 0.40 0.50 1.00 0.0313 0.167 0.0150 1.50 0.0313 0.125 0.0150 12.5 18.0 U 13.0 I GLOBAL STREET FLOW-DEPTII CONSTRAINTS, 1. Relative Flow-Depth. 0.50 FEET as (Maxilmlm Allowable Street Flow Depth) - (Top of-CUrb) 2. (Depth)" (Velocity) constraint.. 6.0 (FT.FT/S) .SIZE PIPE WITH A FLOW CAPACITY GREATER TF.AN aR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.. ............................................................................................. FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CaDE" :n ---------------------------------------------------------------------------- ,,:>:>:>:>RATIONAL MEniaD INITIAL SUBAREA ANALYSIS""""" ==....==========,,=......-.."""======,,=,,=:..---_..~~=,,=,,==========:~...==========..=...... I ASSUMED INITIAL SUBAREA UNIFORM DEVli:LOPMENT IS COMMERCIAL TC _ K*[(LENGTR"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLQW-LENGTH(FEET) = 584.00 UPSTREAM ELEVATION(FEET)", 37.50 DOWNSTREAM:ELEVATIaN(FEET) = 31.50 ELEVATION DIFFERENCE (FEET) = 6.00 TC" 0.303" [( 584.00**3)/( 6.00)]...2 9 678 10 YEAR RAINFALL INTENSITY (INCH/HaUR) .. 2 454 COMMERCIAL. DEVELOPMENT RUNaFF COEFFICIENT = .8823 SaIL CLASSIFICATION IS "C" SUBAREA RUNaFF(CFS) .. 1.73 TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF(CFS) 1.73 I I I 1...***....*......***.*.......**..*........***...*....................*..................* FLOW PROCESS FROM NaDE 101.00 TO NODE 102.00 IS CODE.. 61 - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((""" >>>:>> (STANDARD CURB SECTION USED) """"" ...,,======,,~........_--_..........=..==,,==,,:~..-----_........"'~==============.._~.....=:==.. I UPSTREAM ELEVATION(FEET)" 31.5') DOWNS7REAM ELEVATION(FEET) STREET LENGTH(FEET) = 537.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDnI(FEET) = 29.00 28.50 I DISTANCE FRaM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CRaSSFALL(DECIMAL} 0.050 24.00 SPECIFIED NUMBER aF HALFSTREETS CARRYING RUNOFF STREET PARXWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTIaN FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTIaN FACTOR for Bac~-of-Walk Flow Section 0.0200 0.0150 1 UTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.78 STREETFLOW )lODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET) = 0.43 HALFSTREET FLOOD WIDTH (FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.).. 1.98 PRODUCT OF DEPTH&.VELOCITY(FT.FT/SEC.)" 0.84 STREET FLOlf TRAVEL TIME(MIN.).. 4.53 Tc(MIN.) 14.20 10 YEAR RAINFALL INTENSITY (INCH/HaUR) = 1.988 COMMERCIAL DEVELOPMENT RUNaFF COEFFICIENT ~ .8792 saIL CLASSIFICATIaN IS "C" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.10 TOTAL AREA (ACRES) _ 2.00 PEAK FLOW RATE(CFS) 3.83 I 1 END 0'1." SUBAREA STREET FLOW HYDRAULICS, DEP'1'H(FEETi = 0.47 HALFSTREET FLOOD WIDTII(FEET) " 11.70 FLaw VELOCITY(FEET/SEC.) ~ 2.09 DEPnI.VELOCITY(l'"I'.FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NaDE 100.00 TO NODE 102.00 = 1121.00 FEET. ......................................*..................................................... FLOW PRaCESS FROM NaDE 102.00 TO NODE 103.00 IS CODE. 31 Printed: 00I15t2006 02:14:48 PM PM M:xJifiB:l: 0611512006 02:12:54 PM PM Page10f4 ~\Pll\TA\\511m34~UIJla'm.\511mll34Dl0.0UT >>>:>:>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA""""" ,,>>>>USING caMPUTER-ESTIMATED PIPESIZE (NaN~PRESSURE FLOW)""""" ========...._==..==="=""~~._...""'"..""......,,......~.........=,,=..,,......-------..........-.... ELEVATION DATA, UPSTREAM(FEET). 28.50 DOWNSTREAM (FEET) 28.00 FLOW LENGTH(FEET).. 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH aF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER aF PIPES PIPE-FLOW(CFS) " 3.83 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.). 14.25 LONGEST FLaWPATH FRaM NODE 100 00 TO NODE 103.00 1141.00 FEET. ....................................*..**............................................... FLOW PRaCESS FROM NODE 103.00 TO NaDE 202.00 IS caDE.. 31 >>>>>CQMPUTE PIPE-PLOW TRAVEL TIME THRU SUBAREA""""" :>>>>>USING caMPUTER-ESTIMATED PIPESIZE (NaN-PRESSURE FLOW) """"" -..,,==:==,,=====.......=.:========............=========.......=======".."...".......==.......... ELEV:ATION DATA: UPSTREAM(FEET).. 28.00 DOWNSTREAM (FEET) 24.50 FLOW L~~TH(FEET).. 693.00 MANNING'S N. 0.0~3 ESTIAATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 4.09 ESTIMATED PIPE DIAMETER(INCH) '" 18.00 NUMBER aF PIPES PIPE-FLOW (CFS) .. 3.83 PIPE TRAVEL TIME(MIN.)" 2.83 Tc(MIN.).. 17.08 LONGEST FLOWPATH FRaM NODE 100.00 TO NODE 202.00 1834.00 FEET. ***..................*....*....................................................... FLOW PROCESS FRaM NODE 202.00 TO NaDE 202.00 IS CODE .. >:>:>:>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE""""" -_.....~="======....---_.."..=="====.............."....,,=,,=,,,,............=....=".."..........."""".. TOTAL NUMBER aF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME aF CONCENTRATION(MIN.)" 17.08 RAINFALL INTENSITY(INCH/HR)" 1.80 TOTAL STREAM AREA(ACRES) .. 2.00 PEAK FLOW RATE (CFS) AT CaNFLUENCE _ 3.83 ........................*.........**...**.*....................*..................**..... FLOW PROCESS FRaM NaDE 200.00 TO NaDE 201.00 IS caDE" 21 :>""""RATIONAL METHaD INITIAL SUBAREA ANALYSIS""""" _.._......".."..="="===""'...._....=..~=====..,,..~........__....==,,..=="""'.............=,,........... ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS caMMERCIAL TC _ K.[(LENGTH**3)/(ELEVATION CHANGE)}...2 INITIAL SUBAREA FLOW-LENGTH (FEET) = 298.00 UPSTREAM ELEVATIaN(FEET) . 30.50 DOWNSTREAM ELEVATION(FEET) .. 29.00 ELEVATION DIFFERENCE (FEET) .. 1.50 TC.. 0.303*[( 298.00"3)/( 1.50)]....2 " 8.529 10 YEAR RAINFALL INTENSITY(INCH/HaUR) . 2.631 COMMERCIAL DEVELOPMENT RUNaFF COEFFICIENT" .8833 saIL CLASSIFICATION IS "C" SUBAREA RUNaFF(CFS) " 0.93 TOTAL AREA(ACRES) " 0.40 TOTAL RUNaFF(CFS) 0.93 ............................***.*..*....*..........................................*... FLOW PRaCESS FROM NaDE 201.00 TO NODE 202.00 IS caDE = 31 :>:>>:>"caMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA""""" :>:>:>:>:>USING CaMPUTER-ESTIAATED PIPESIZE (NON-PRESSURE FLOW)""""" -..-..""==="""..""",.........,,=,,==""""=:""'..-.....-""..===,,=====,....__.."=~....,,"=,,.. ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) 24.50 FLOW LENG'm(FEET).. 30.00 MANNING'S N.. 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 9_14 ESTIAATED PIPE DIAMETER (INCH) = 18.00 NUMBER 0'1." PIpES ~ PIPE-FLOW (CFS) " 0.93 PIPE TRAVEL TIME (MIN.) = 0.05 Tc(MIN.} = 8.58 LONGEST FLOWPA'I'H FRaM NODE 200.00 TO NaDE 202.00 = na.oo FEET. ..........**.*.................................*..*......................................... FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE >:>:>:>:>DESIGNATE INDEPENDENT STREAM FaR CONFLUENCE""""" :>:>:>>>AND COMPUTE VARIaus CONFLUENCED STREAM VALUES""""" ....."..==============="'==...."==,,===========....,,-_....====,,====""....---..,,======.... TOTAL NUMBER aF STREAMS _ 2 caNFLUENCE VALUES USED FaR INDEPENDENT STREAM 2 ARE, TIME 0'1." caNCENTRATION(MIN.) _ 8.58 RAINFALL INTENSITY (INCH/HR) ~ 2.62 TOTAL STREAM AREA(ACRES) " 0.40 PEAK FLaW RATE(CFS) AT CONFLUENCE.. 0.93 ** CaNFLUENCE DATA STREAM RUNOFF NID'lBER (CFS) 1 3.83 2 0.93 INTENSITY (INCH/HaUR) 1.796 2.622 AREA (ACRE) 2.00 0.40 To (MIN.) ~7.08 8.58 RAINFALL INTENSITY AND TIME OF CONCENTRATIaN RATIO CONFLUENCE FaRMULA USED FOR , STREAMS. .. PEAK FLOW RATE TABLE .. 'TR"'" RUNaFF To INTENSITY NUMBER (CFS) (MIN.) (INCH/HaUR) 1 2.85 8.58 2.622 , 4.47 17.08 1.796 caMPUTED CaNFLUENCE ESTIAATES ARE AS FOLLaws, \1,.; PEAK FLOW RATE(CFS) 4.47 Tc(MIN.) - 17.08 TOTAL AREA (ACRES) - 2.40 LONGEST FLOW-PATH FROM NaDE 100.00 TO NaDE 202.00 1834.00 FEET. ........................*.....*..............*.......................................*............ Printed: 06J15120C6 02:14:48 PM PM Modified: 0611512006 02:12:54 PM PM P.,. 1 HIP!lATA\151~1AES1lonalK<l2m-1511X];\LL34D10.OUT FLOW PROCESS FROM NODE 202.00 TO NODE 303.00 IS CODE" 31 I >>>>>OOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< -_:::::~:~=:,,~~==~~:~:::~~~-~:~::::~,,~~~=::~~:~~=~~:::::::_-,,----~,,== ELEVATION DATA: UPSTREAM (FEET) " :24.50 DOWNSTREAM (FEET) .. 21.40 FLOW LENGTH'(FEET}.. 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 ESTIMATED PIPE DIAME'I'ER(1NCH) = 18.00 NUMBER OF PIPES PIPE-PLOW(CFS) = 4.47 PIPE TRAVEL" TIME(HIN.)" 2.50 Tc(MIN.).. 19.58 LONGEST FLOWPA'I'H FROM NODE 100.00 TO NODE 303.00.. 2464.00 FEET. ***..***.....**...**...............*...............**........,,,,,........................ 1::~~:mr~~f:~~~~;~:~;1~:~~:~~g~g~:~~::::::::::::::::::::: TOTAL NUMBER OF STREAMS.. :2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.} .. 19.58 RAINFALL INTENSITY(INCH/HR).. 1.67 TOTAL STREAM AREA (ACRES) .. 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE .. 4.47 ....................................................................................................... I::::;m;~;~~:~~~~~g:~~;:;~~~g~:~~:::::::::::.::..:.:::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH"3}/(ELEVATION CHANGE)] **.2 III INITIAL SUBAREA. FLOW-LENGTH (FEET). 200.00 UPSTREAM ELEVATION(FEET} _ 30.00 DOWNSTREAM ELEVATION(FEET} _ 29.00 ELEVATION DIFFERENCE(FEET) _ 1.00 TC = 0.303.!( 200.00"3)/( 1.00)]**.2 7.281 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8845 SOIL CLASSIFICATION IS "C. SUBAREA RUNOFF(CFS} .. 0.51 TOTAL ARE1I.(ACRES} = 0.20 TOTAL RUNOFF(CFS} 0.51 ................................................................................ I" ~,PROCESS. PROM, NODE.... 3 02: 00, ~,N~D~",. 3~~: O~, ~~, C()~~,:,' :',""'" :>:>:>:>:>COMPUTE PIPE-FLOW TRAVEL TIME THRll SUBAREA""""" :>:>:>:>:>llSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """"" ==_.=====--========.._--==--=------=-=~.._=-==..=.._-_......---....-..------=-=-====== ELEVATION DATA, llPSTREAM(FEET).. 29.00 DOWNSTREAM (FEET) 21.40 FLOW LENGTH (FEET) = 30.00 MANNING'S N _ 0.013 I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELQCITY(FEET/SEC.).. 9.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NlTMBER OF PIPES 1 PIPE-FLOW(CFS) .. 0.51 PIPE TRAVEL. TIHE(HIN.) _ 0.05 Tc(MIN.) _ 7.34 I..::~::::*::::::::.::::.::::.*..:::~::.::.::::*...:::~::..:.*.:::~::.::::~... FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE _ 1 :>:>:>:>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE""""" 1II..~~~CO~~"i:~~~;;;:~1::::-::::::~:::::::::::::................... TIME OF CONCENTRATION (HIN.) _ 7.34 RAINFALL INTENSITY(INCH/HR}.. 2.86 TOTAL STREAM AREA(ACRES}.. 0.20 I PEAK PLOW RATE ICPs) AT CONFLUENCE. 0.51 III .. CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 2.85 1 4,.47 2 0.51 AREA (ACRE) 2.40 2.40 0.20 Tc (MIN.) 11.38 19.58 7.34 INTENSITY ( INCH/HOUR) 2.245 1.666 2.858 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ... STREAM RUNOFF Tc NUMBER (CFS) (HIN. ) 1 2.35 7.34 2 3.25 11.38 3 4.76 19.58 INTENSITY ( INCH/HOUR) 2.858 2.245 1.666 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) 4.76 Tc(MIN.) = TOTAL AREA (ACRES) _ 2.60 LONGEST FLOWPATH FROM NODE 100 00 TO NODE 19.58 303.00 2464.00 FEET. I FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE - 13 ---------------------------------------------------------------------------- :>:>:>:>:>CLEAR THE MAIN-STREAM MEMORY""""" "..--..............-....-..=""="""==-===================================="==-""'="'=="'=-,, FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE.. 2:1 I~~:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::::~~~~~~~:~~~~~~~~~~~~~~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC ~ K.! (LEUGTH**3) / (ELEVATION CHl>.NGE) ]....2 INITIAL SUBAREA FLOW-LENGTH(FEET) 325.00 I Prioted: 06/1512006 02:14:48 PM PM lOOdified: 0611&'200602:12:54 PM PM Page3of4 ~IP!lATA1151IreJ4\Ci/o\H;Oo-"'__1511X];\LL34D10.0UT UPSTREAM ELEVATION(FEET) _ 31.00 DOWNSTREAM ELEVATION(FEET) _ 29.00 ELEVATION DIFFERENCE{FEET) = 2.00 TC _ 0.303.!( 325.00**3)/( 2.00))**.2 482 10 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 2.639 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8834 SOIL CLASSIFICATION IS "CO SUBAREA RIJNOFF(CFS) .. 0.93 TOTAL ARE1I.(ACRES} = 40 TOTAL RI.lNOFF(CFS) _ 0.93 *.*...."............................"*........*...,,.*..................."..*.....". FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 13 :>:>:>:>:>CLEAA nlE MAIN-STREAM MEMORY""""" *......."".....*.................................**......""."..."................. FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE.. 21 :>:>:>:>:>RATIONAL MEnlOD INITIAL SUBAREA ANALYSIS""""" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K. [(LENGnI**3) / (ELEVATION ClilINGE)]....2 INITIAL SUBAREA FLOW-LENGnI(FEET).. 679.00 UPSTREAM ELEVATION(FEET) _ 29.00 DOWNSTREAM ELEVATION(FEET).. 22.00 ELEVATION DIFFERBNCE(FEET) .. 7.00 TC = 0.303. [( 679.00**3)/( 7.00)]**.2 = 10 273 10 YEAR RAINFALL INTENSITY(1NCH/HOllR) = 2 375 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8819 SOIL CLASSIFICATION IS "C~ SUBAREA RUNOFF (CFS) .. 1. 05 TOTAL AREA (ACRES) .. 0.50 TOTAL RUNOFF(CFS) 1.05 FLOW PROCESS FROM NODE 501. 00 TO NODE 501.00 IS CODE _ 13 :>:>:>:>:>CLEAR THE M1I.IN-STREAM MEMORY""""" END OF STUDY SUMMAAY, TOTAL AAEA.(ACRES} PEAK FLOW RATE (CFS) 0.01 TC(MIN.) _ 1.00 5.00 END OF RATIONAL MEnlOD ANALYSIS o \17 Prioted: 06/15!2006 02:14:48 PM PM MOOified: 06/1:1.2006 02:12:54 PM PM P",. 1 I I I I I I I I I I I I I I I I I I ~ DRAINAGE STUDY LOMA LINDA ROAD AES Rational Method 100- YEAR ANALYSIS TECHNICAL APPENDIX B \~ 1 ~I"Il\TA\\51~S\llmalilla'm-1S.2IX5iLL.34D100,0UT I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL I< WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-2.004 Advanced Engineering Software (aes) (Rational Tabling version 6.0D) Release Date: 01/01/2004 License 10 1264 I Analysis prepared by: RBF Consulting 14725 Alton Park....ay Irvine, California 92618 I ******"""*"""***"**'".,,"'""* DESCRIPTION OF S.ruDY *****.*......******.*,,***,,** .. Lorna Linda Road (Temecula Lane Off-site) .. .. 100- Year Developed Condition .. .. Job 15100834 .. I FILE NAME, LL34DIOO.DAT TIME/DATE OF STUDY: 14 ,11 06/15/2006 -------------.--------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION, I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INOI) a 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE" 0.90 2-YEAR, I-HOUR PRECIPITATION(INOI) a 0.570 100-YEAR, 1-HOUR PRECIPITATION(INOI) a 1.350 COMPtn'ED RAINFALL INTENSITY DATA: STORM EVENT,.. 100.00 I-HOUR INTENSITY(INOI/HOUR) SLOPE OF Itn'ENSITI DURATION CURVE = 0.5500 RCFC&WCD HYDROLOGY MANUAL "CO -VALUES USED FOR RATIONAL METHOD NOTE, CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB Gt1I'TER-GEOMETRIES: MANNING WIDTH CROSSFALL IN. / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) I 1.350 ti 0.020/0.050/0.020 0.020/0.050/0.020 12.5 18.0 '" 13.0 0.40 0.50 1.00 0.0313 0.167 0.0150 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS, 1. Relative Flow-Depth R 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-CUrb) 2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITI GREATER THAN OR EQUAL TO TIlE UPSTREAM TRIBUTARY PIPE.* 1***********************..******..**..*....*........*..........************......************* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*[(LENGTH**3)/(ELEVATION CHANGE)]"*_2 INITIAL SUBAREA FLOW-LENGTH(FEET) _ 584.00 UPSTREAM ELEVATION(FEET) " 37.50 DOWNSTREAM ELEVATION(FEET) = 31.50 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.303*[( 584.00**3)/( 6.00)].....2 9.678 100 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 3.682 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8874 SOIL CLASSIFICATION IS "C~ SUBAREA RUNOFF(CFS) ~ 2.61 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) 2.61 I 1......**..*************..*............***....****..*..**..**....*************************..**** FLOW PROCESS FROM NODE 101.00- TO NODE 102.00 IS CODE _ 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRlJ SUBAREA<<<<< >>>>>iSTANDARD CURB SECTION USED)<",,,,,,,,,, I UPSTREAM ELEVATION (FEET) .. 31 50 DOWNSTREAM ELEVATION(FEET) STREET LENGTH (FEET) = 537.00 CURB HEIGHT(INOIES) 6.0 STREET HALFWIDTH(FEET) .. 29.00 28.50 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) INSIDE STREET CROSSFALL (DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.050 24.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL (DECIMAL) 0.020 Manning's FRICTION FACTOR for Street flow Section(curb-to-curbl Manning'B FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 0.0150 I ....TRAVEL TIME COMPUTED USING ESTIMATED FLQW(CFS} 4.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTlHFEET) ~ 0.48 HALFSTREET FLOOD WIDTH (FEET) ~ 12.36 AVERAGE FLOW VELOCIT'i(FEET/SEC.).. 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ 1.02 STREET FLOW TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) 13.89 100 YEAR RAINFALL INTENSIT'i(INCH/HOUR)" 3.019 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8851 SOIL CLASSIFICATION IS "C~ SUBAREA AREA.{ACRES) _ 1.20 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) _ 2.00 PEAK FLOW RATE(CFS) H:\f'DATA\151~S\!.ooJaUrxl3'l6-1S.2OC6\LL34D100.OUT >>>~>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,, n>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """,," ELEVATION DATA, UPSTREAM (FEET) = 2B.50 DOWNSTREAH(FEET) 28.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0_013 ESTIMATED PIPE DIAMETER (INOI) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INOI PIPE IS 7.6INOIES PIPE-FLOW VELOCITY(FEET/SEC.) a 8.24 ESTIMATED PIPE DIAME:TER(INCH) .. 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) _ 5.82 PIPE TRAVEL TIME(MIN.) _ 0.04 Tc(MIN.) ~ 13.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 1141.00 FEET. ..*..**..***..............**********..***..****..****....***********..********************. FLOW PROCESS FROM NODE 103.00 TO NODE 202.00 IS CODE a 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRlJ SUBAREA",,,,,,,,,,,,, >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """"'''''' ELEVATION DATA: UPSTREAM (FEET).. 28.00 DOWNSTREAM (FEET) 24.50 FLOW LENGTH(FEET).. 693.00 MANNING'S N a 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 4.47 ESTIMATED PIPE DIAMETER (INCH) .. 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) .. 5.82 PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.)" 16.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 202.00.. 1834.00 FEE:T. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE.. 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE""""" TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.) a 16.51 RAINFALL INTENSITY (INOI/HR) = 2.74 TOTAL STREAM AREA(ACRES)" 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE.. 5.82 **..********..*......******....*..*********..**..*******..***********..************...*. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE.. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<",,,, ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*{(LENGTH*"3)/{ELEVATION CHANGE)j*".2 INITIAL SUBAREA FLOW-LENGTH (FEET) = 298.00 UPSTREAM ELEVATION(FEET) .. 30.50 DOWNSTREAM ELEVATION (FEET) = 29.00 ELEVATION DIFFERENCE (FEET) R 1.50 TC = 0.303*[( 298.00U3)/( 1.50)}u.2 8.529 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.948 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" . BBB1. SOIL CLASSIFICATION IS DCft SUBAREA RlmOFF(CFS) = 1.40 TOTAL AREA(ACRES) _ 40 TOTAL RUNOFF(CFS) " 1.40 FLOW PROCESS FROM NODE 202.00 IS CODE.. 31 201.00 TO NODE >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<",,,,,,,,,, ~>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<"'<< ELEVATION DATA, UPSTREAM (FEET).. 29.00 DOWNSTREAM (FEET) 24.50 FLOW LENGTH (FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER [INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.35 ESTIMATED PIPE DIAMETER{INOI) a 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) " 1.40 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.).. 8.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 328.00 FEET. *****....*....*******..**..;*******..****..*********..*...***********......**..*..***..***. FLOW PROCESS FROM NODE 202.00 IS CODE _ 1 202.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,, >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,, TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.)" 8.58 RAINFALL INTENSITY(INCH/HRl = 3.94 TOTAL STREAM AREA (ACRES) = 0.40 PEAK FLOW RATE{CFS) AT CONFLUENCE.. 1.40 2 ARE, .... CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 5.82 2 1.40 INTENSITY ( INCH/HOUR) 2.745 3.935 AREA (ACRE) 2.00 0.40 To (MIN.) 16.51 8.58 1 RAINFALL INTENSITY AND TIME " CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR , STREAMS. *.. PEAK FLOW RATE TABLE .... STREAM RUNOFF To IN1'ENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 3.21 1 4.43 8.58 3.935 5.B2 , 6.80 16.51 2.745 I END OF SUBAREA STREET FLOW HYDRAULICS, DEPTH (FEET) , .. 0.52 HALFSTREET FLOOD WIDTH (FEET) 15.59 FLOW VELQCIT'i(FEET/SEC.l _ 2.26 DEPTH"V;;:LOCITY(FT"FT/SEC.) ~ LONGEST FLOWPATH FROM NODE 100.00 TO NO::JE 102.00.. 1121.00 1.18 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 Printed: (6Il~OO6 02:14:48 PM PM Modified: 06I15flOO6 02:11:50 PM PM P;:gelo14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE[CFS) 6.80 Tc(MIN.) = TOTAL AREA(ACRES) ~ 2.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE \~ 16.51 202.00 1834.00 FEET. ********....*..*****..***.*****..**......*..*********..*..******.******.***..*..**..*......* FLOW PROCESS FROM NODE 303.00 IS CODE _ 31 202 00 TO NODE Modified: 06I15r"200602:11:SQPM PM P", Printed: 06I151200602:14:48PM PM I H.\P[)ATA\15100334l.Ca~\AESUmal.iala\{6.1S-2OC6il34D100.OUT ____________ ____________ ___________________u___________ __________ >>>>>COMPUTE' PIPE-FLOW TRAVEL TIME THRU SUBAREA~<c<< I=~~~i;;;~:~:;~;~~~;i~:~~:~;;:;~~~~~;~~~~::::g~;~:~~--~~ FLOW LENG'1'H(FEET).. 630.00 MANNING'S N.. 0.013 DEPTH OF FLOW IN H.D INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY (FEET!SEC.) " 4.51 I ESTIMATED PIPE DIAMBTER(INCH)" 18.00 PIPE-FLQW(CFS) " 6.80 PIPE TRAVEL TIME{MIN.)" 2.33 Tc(MIN.)" 18.84 1.ONGEST FLOWPATH FROM NODE 100.00 TO NODE 303.00.. 2464.00 FEET. NUMBER OF PIPES 1 ................................................................................."........ FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE" 1 I~:::::~~~~~~~~~~~~~~:~~:~~~:~~~~~~~::::::::::~::::::::::::::: TOTAL NUMBER OF STREAMS K 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.) . 18.84 I RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AAEA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.80 **..************.*.***.*..***...............******.*.******.*...*****..**... FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE.. 21 I::::::~g~~;:~~~~:~~~~jt:~~~:~::::::::::::::::::::::::::::: DEVELOPMENT IS COMMERCIAL TC.. K.[[LENGTH**3)/(ELEVATION CHAnGE)] **.2 INITIAL SUBAREA FLOW-LENGTH(FEET).. 200.00 I UPSTREAM ELEVATION (FBET) = 30.00 DOWNSTREAM ELEVATION(FEET).. 29.00 ELEVATION D~FFERENCE(FEET) . 1.00 TC K 0.303. [( 200.00**3)/( 1.00)J**.2 = 7.281 100 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 4.306 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8890 I SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CFS) .. 0.77 TOTAL 1l.REA{ACRES) .. 0.20 TOTAL RUNOFF(CFS) 0.77 *....*****.******..........**......................****.........*******.....*.**.**.... FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS COPE.. 31 ---------------------------------------------------------------------------- I >>>>>COMP1.J"I'3: PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,, K:::::~::~=:~~~~~~:::~:~~=~:~~:::~..~~~:~~~::~..~:~:::::..==",,",U~= ELEVATION DATA, UPSTREAM (FEET) _ 29.00 DOWNSTREAM (FEE1') 21.40 FLOW LENGTH [FEET) .. 30.00 MANNING'S N.. 0.013 ESTIMATED PIPE DI1l.METER[INCH) INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) _ 10.36 ESTIMATED PIPE DIAMETER(INCH) .. 2B.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) _ 0.77 PIPE TRAVEL'TIME(MIN.) _ 0.05 Tc(MIN.).. 7.33 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00. 230.00 FEET. ...**......**.*.........*...............****.*..........*..*........*****....**..**..*.....***.. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS COPE - 1 - ----- - - ------ - -----~--- - ---- - - - --- --- -~ -. - ------------ - ------- -- -- --------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,, >>>>>AND CCfl\PUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,, I_..~~=~.~~~~~~;:~:..~:::=::..::::~..:=::~===..~.--~====...-.K_~ TIME OF CONCENTRATION(MIN.) K 7.33 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA (ACRES) ~ 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.77 I ... CONFLUENCE DATA STREA."l RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.43 11.09 3.417 2.40 1 6.80 1B.B4 2.553 2.40 I , 0.77 7.33 4.291 0.20 RAINFALL INTENSITY AND TIME 0' CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR , STREAMS. .* PEAK FLOW RATE TABLE ... 'TREAM RUNOFF To INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.69 7.33 4.291 , 5.04 11.09 3.417 3 7.25 18 .B4 2.553 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) 7.25 Tc(MIN.l = TOTAL AREAiACRES) _ 2.60 LONGEST FLOWPATH FROM NODE 100 00 TO NODE 303.00 2464.00 FEET. 18.84 .**......*.*......*****..................***.*****..*......*..*.****.........****......*.... FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE", 13 I::::::~~:~~:~:=:~~~::~~~~::::::::::::::::::::::::::::::::::::::::: .........**.***~****..****......****........*.........********................*..........*... FLOW 'PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE.. 21 I~=:::::~~~~;:~;~~~~~~~~~~::~::::::=====K..==......=~======..=== DEVELOPMENT IS COMMERCIAL TC = K"'[(LENG'I1l*"3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTHlFEET} 325.00 UPSTREAM ELEVATION(FEET) = .31.00 I Prillted: O5fl:J2006 02:14:48 PM PM Modjfi~: 0fJ1512lXl602:11:50 PM PM P<ge3of4 H:\ffiATA\1510C834\~S\loo\aUrda\C6-15-2OOiIll34D100.0UT DOWNSTREAM ELEVATION(FEET) '" 29.00 ELEV1I.TION DIFFERENCE (FEET) '" 2 .00 TC = 0.303*[( 325.00*"3)/( 2.00l1*".2.. B.4B2 100 YEAR RAINFALL INTENSITY(1NCH/HOUR) - 3.959 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .88B2 SOIL CLASSIFICATION IS "cn SUBAREA RUNOFF(CFS) _ 1.41 TOTAL AREA(ACRES) .. 0.40 TOTAL RUNOFF(CFS) 1.41 ......*........***.....................***...........*........**..................**...**..***.............................*... FLOW PROCESS FROM NODE 401. 00 TO NODE 401.00 IS CODE" 13 >>>>,CLEAR THE MAIN-STREAM MEMORY",,,,,,,,,,< ===,.___..====...._K..=="......~~"'..==~.,,_......=....==__K...."'==....K..=..===...._,,======,.~..=..== ......**.....................******..*...**........**.......****.........***.*....................*.... FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE.. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS",,,,,,,,,,,, ..=..=,.KK..===......_..=....==.._..K_======..___..............__....===..KKKK....=....____"'.."'=~_..K~~.. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*[(LENGTIi*"3l/[ELEVATION CHANGE)J"".2 INITIAL SUBAREA FLOW-LENGTH(FEET).. 679 00 UPSTREAM ELEVATION (FEET) .. 29.00 DOWNSTREAM ELEVATION(FEET} = 22.00 ELEVATION DIFFERENCE(FEET) _ 7.00 TC.. 0.303*1< 679.00**3)/( 7.00)J*".2.. 10.273 100 YEAR RAINFALL INTENSITY (INCH/HOUR) K 3.564 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8B70 SOIL CLASSIFICATION IS ~C" SUBAREA RUNOFF(CFS) _ 1.58 TOTAL AREA (ACRES) .. 0.50 TOTAL RUNOFF(CFS) 1.5B ****.......*.........*...******...**........................****....**...............*.......*...... FLOW PROCESS FROM NODE 501. 00 TO NODE 501.00 IS CODE.. 13 - --.. -- - -- --~-- ---~ --------- ----- - - --~ ~ -- - - - ----------~- - - - - - - - -- -- - --- ~~- >>>,>CLEAR THE MAIN. STREAM MEMORY",,,,,,,,,,,,, ..__..====..___"'....=..__~....====".._K..===....__..........==...._.."..===KK......=......___......_..__... ..KK............___........=..__~,,====....__.."'......_____~~........._K....==..__....~....=__..=..===~K_.... END OF STUDY SUMMARY, TOTAL AREA(ACRES) PEAX FLOW RATE (CFS) 0.01 TC(MIN.} .. 1.00 5.00 K_..=..=..___........=.._~~~====....K__===....=__"..=....=....__....====......===................................ ====....__......="..KKK....===___K..=~==..,...__........==.._KKK....=_.._KK~..........K_....===..__K...... END OF RATIONAL METHOD ANALYSIS o \fa Modjfi~:0fJ1:1200602:11:50PMPM Page Prinl9:l:0fJ15f20Cl602:14:46PMPM I I I I I I I I I I I I I I I I I I I ~ DRAINAGE STUDY LaMA liNDA ROAD HELE-1 Catch Basin Sizing TECHNICAL APPENDIX C f\ 1 I I I I I 1 I I I I I I I I I I I I LatA-1 ....\....'!D'f f=./O mer\ l) **************************************************************************** >>>>SUMPTYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW (CFS) = 5.80 BASIN OPENING (FEET) = 0.83 DEPTH OF WATER (FEET) = 1.03 >>>>CALCULA TED ESTIMATED SUMP BASIN WIDTH (FEET) = 1.96 , /" 4- c ~ ------------------------------------------------------------------- ------------------------------------------------------------------- ,fl> 1 I I I I I I I 1 I I I I I I I I I I I Lat A.2 1:: 10 Te n7 ecul a. ~^-L **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for f10wby basins and sump basins. BASIN INFLOW (CFS) = 1.40 BASIN OPENING (FEET) = 0.83 DEPTH OF WATER (FEET) = 1.03 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 0.47 . r f.Z- 110 Lf- c. V ------------------------------------------------------------------- ------------------------------------------------------------------- \t\ I I I I I I I I I I I il I I I I I I I LatA-3 ...~.~.,:;;,.,;..~;,~....P..c:.sb;u';?t~:P'~.1;;;;l~1...~.<;~.....L;::'"' -c ,)" \-. e 'Y. >>>>FLOWBY CATCH BASIN INL~T CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 0.80 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.33 0.11 0.50 0.16 1.00 0.32 1.50 0.45 2.00 0.57 2.50 0.66 3.00 0.75 3.29 0.80 /,,, J!:.E It' Gf> ------------------------------------------------------------------- ------------------------------------------------------------------- 7.P I CB '" 1/ A-~ O~PTI-\. FL OW 3'f L6tJO:rTJ..oN I I I Cross Section .for Irregular Section - 35 :P~je9P,:scriP.ti9~~ Flow Element: Friction Method: Solve For: Irregular Section Manning Formula Normal Depth I I I ~~eptt~ltpa~a.' . Roughness Coefficient: Channel Slope: Normal Depth: Elevation Range: Discharge: .' 0.Q15 0.00500 026 -0 '-P-I H of'S rf1..(E-ET(cU . c. CB '1\ -3" 99:50 to 100.00 fl 0.80 flIfl fl ft3/s I I I I I I I I T 0,2611 1 5,48fl V: 10 b:. H:1 I I I I <2.\ I I I I I I I I I I I I I I I I I I i I ~ DRAINAGE STUDY LOMA LINDA ROAD WSPG-Storm Drain Hydraulics TECHNICAL APPENDIX D 7P I H:\PDA T A\151 00834\Calcs\Hydro\WSPG\Loma LindalA-1. WSW I Temecula Lane I Lateral A-I Lorna J.,inda Road 1002.4101025.2101 1027.68 R 1019.5301025.400 1 .013 R 1037.2001025.500 1 .013 11051.9801025.6001 .013 1051.9801025.6001 14 0 .000 1.500 .000 .000 .000 .00 5.800 .0 I I I I I I I I I I I I I I I r Printed: 06/15/2006 04:00:19 PM PM .000 -44.996 .000 .0000 .0000 .0000 J..9;; Modified: 01/04/2006 11 :04:44 AM AM Page 1 oj I I DOWNSTREAM ELEMENT NO 1 1 ELEMENT .NO IELEMENTNO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO IELEMENT NO ELEMENT NO ELEMENT NO IEL,":;:' ELEMENT NO IELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO _EL,"ENT NO.' ELEMENT NO .. ELEMENT NO .. o FILE: A-I WSW I STATION 1002.470 2 2 , 2 2 , 22 22 lC19.530 1018 .862 1016.445 1010.917 1002.470 INVERT 1025210 1025400 1025.393 1025.366 1025.304 1025.:nO 1025.500 1025.486 1025.600 1025.557 1025.500 1025.600 INVERT 1025.210 1025.210 1025.400 , 2 , 2 1019.530 1037.200 1037.200 1025.500 1051.980 1025.600 1025.400 1025.500 . 2 . 2 , , 1051.980 1025.600 W Program Package DEP'I'II H:\PDAT A\ 151 00834\Calcs\Hydro\WSPG\Loma LindalA-1.0UT SLOPE .802 .929 .892 .85? .825 .802 .900 .929 .929 .900 .900 .929 DEP'I'II 2.470 2.470 2.332 2.332 2.310 2.310 2.255 2.255 Q AREA 5800 .961 FORCE DNORM 5 BOO 5800 5800 5.800 5800 5 BOO 5 BOO 5.800 5.800 5.800 1.150 1.095 1.044 .996 .961 1.106 1.150 1.150 1.106 1.106 Q AREA 5.800 150 5.800 5.800 5.800 5.800 5.800 5.800 5.800 5.800 1.767 1.767 1.767 1.767 1.767 1.767 1.767 1.767 FORCE 5 P G 'Ii CIVILDESIGN Version 14.06 Serial Number, 1374 WATER SURFACE PROFILE LISTING 416 .000 1372 1.376 1.385 1.401 1.416 '" m 1 372 1 374 1374 m 3.631 3.631 3.387 3387 3347 '" 2SO ,so .770 .770 .770 .770 .770 .955 .955 .900 .900 .900 .000 DNORM .000 .770 .770 .955 .955 .900 .900 .000 DCRIT .929 .929 .929 .929 .929 .929 .929 .929 .929 .929 .929 .929 DCRIT .929 .929 .929 .929 .929 .929 .929 .929 SLOPE .00000 .01114 .01114 .01114 .01114 .01114 .00566 .00566 .00676 .00676 .00676 .00000 .00000 .01114 .01114 .00566 .00566 .00676 .00676 .00000 SFRICT .000000 .006128 .006943 .007852 .008892 .009749 .006764 .006128 .006128 .006764 .006764 .000000 SFRICT .000000 .003049 .003049 .003049 .003049 .003049 .003049 .000000 Date, 1- 4-2006 Time,l!: 5,22 PAGE I Station L/Elem .................. Invert Elev .................................................................................................................................................................................................................................................... Ch Slope .................. I 1002.470 1025.210 -I- 17.060 1 1019.5301025.400 -I- 17.670 1 1037.2001025.500 -I- 24.780 1 1051.9801025 -I- I -I- .0111 1 -I- 1 -I- .0068 1 .600 -I- .0057 I I I 1002.47 1003.48 'I 100449 100550 I "',." 100752 I 100853 1009.54 I 1010.55 1011 56 Page 1 01 I , 2 , , 1037.200 1034.731 Temecula Lane I Lateral A-I Lorna Linda Road Water Elev '" -I- I 132 -I- 1 810 -I- 1 .855 -I- Temecula Lane Lateral A-I Lorna Linda Road Q (CFS) Vel Vel Energy (FPS) Head Grd.E1. .1. Super Critical Plow Top Height/ Base 'lit E1ev Depth Width Dia.-FT or 1.0. X-Fall SF Ave HF :~..~;~ ~:~~~;..~ ~~~..~.. ..............1.............. .................. 5.80 .28 ,I, -I- 1 5.80 28 -I- -I- 1 5.80 3.28 -I- ,I, I 5.80 3.28 .1, ,I, \"JSt: ~ c Printed: 06/15/2006 04:00:19 PM PM . , . , 4 , 1051.980 1045.670 1037.200 , , 1051.980 STATION 1002.470 1002470 1019 530 Depth (FT) 2.4701027 -I- 1 2.3322027 -I- 1 310 2027 -I- I 2.2551027 -I- ., 1 B5 -I- .os I ." -I- .os 1 1027.98 -I- .os 1 1028.02 -I- -I- c:i3"I\-"\" .17 1027 -I- .0030 1 .271027 -I- .0030 I ." -I- .0030 1 ." H 1.500 -I- .013 1 1.500 -I- .013 1 1.500 -I- .013 1 1.500 -I- -I- -I- ,I, -I- I, 10 d. 7. '65 S t 1.J" (().17)~ I o~ 'is,V' .00 -I- 2.47 I .00 -I- .00 I .00 -I- 2.31 1 .00 :=. .93 ,I, .00 1 -I- .00 1 -I- .00 I .93 .93 .93 "N" .00 .n .00 ." .00 .90 .00 w -I- 1 -I- I -I- I .000 -I- .00 I .000 -I- .00 1 .000 -I- .00 1 .000 'L No 'lith Prs/Pip E ZR Typ' Ch .00 .00 o I, PIPE 1 o I, PIPE 1 I. PIPE 1 .0 .0 .00 .0 .00 .00 .00 .00 o .0 R ')A. Modified: 01/04/2006 11 :05:28 AM AM I I 1012.57 1013.58 I 1014.59 1015.61 I 1016.62 1017.63 I lOlB .64 1019.65 I 1020.66 1021.67 I 1022.68 1023.69 1024.70 I 1025.71 1026.72 I 1027.73 1028.74 I 1029.75 1030.76 I 1031.77 1032.78 I 1033e79 1034.80 I 1035.81 1036.82 I 1037.83 1038.84 I 1039.86 1040.87 1041.88 I 1042.89 1043.90 I 1044.91 1045;92 I 1046.93 1047.94 I H:IPDAT AI 151 008341CalcslHydrolWSPGILoma LindalA-1.0UT c H R W E c . E R H / 1,? Printed: 06/15/2006 04:00:19 PM PM Modified: 01/04/2006 11 :05:28 AM AM Page 2 01 I I 10'1.8;95 1049.96 I 1050.97 1051.98 I H:IPDA T AI151008341CalcslHydrolWSPGILoma LindalA-1.0UT c H WE. R 1025.210 1025.491 1025.772 1026.054 1026.335 1026.616 1026. e97 1027.179 1027 .460 1027.741 102e .022 lOT E S . GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W . WATER SURFACE ELEVATION S = SUPER-ELEVATION I H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y . WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY I I I I I I I I I I I I 'z$R I Printed: 06/15/2006 04:00:19 PM PM Modified: 01/04/200611:05:28 AM AM Page 3 01 I I Temecula Lane I Li!lt A-2 Lorna Linda Road 1003.1901::122.540 R 1043.6501022.740 R 1047.2501022.970 . 1066.0601024.301 1080.5401025.097 1060.5401025.097 14 1 .000 o 1.400 I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1.500 .0 H:IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA-2. WSW 1027.110 .013 .013 .013 .013 1025.097 .000 .000 .000 .00 .000 .000 53.043 .000 .0000 .0000 .0000 .0000 ~1 Printed: 06/15/2006 04:00:19 PM PM Modified: 01/04/2006 11 :25:48 AM AM Page 1 01 1 I DOWNSTREAM LEMENT NO ELEMENT NO ILEMEN'!' NO LEMEN'!' NO LEMENT NO LEMENT NO ELEMENT NO ELEMENT NO ILEM"" NO LEMENT NO LEMENT NO LEMENT NO LEMENT NO ELEMENT NO IEL::: ~~ EMENT NO LEMEN'!' NO LEMENT NO ELEMENT NO ELEMENT NO ILEMENT NO LEMENT NO ELEMENT NO ELEMENT NO CLEMENT NO LEMENT NO LEMENT NO LEMENT NO ELEMENT NO ELEMENT NO IEMENT NO EMENT NO EMENT NO LEMENT NO ELEMENT NO ELEMENT NO IEM"" NO . EMENT NO = LEMEN'!' NO _ LEMENT NO _ ELEMENT NO ELEMENT NO ELEMENT NO ILEM"" NO LEMEN'!' NO 1 uPSTREAM IELEMENT NO ELEMENT NO ELEMENT NO fLEMENT NO EMENT NO EMENT NO ELEMENT' NO I~:: :: o FILE: A-2 WS" I STATION " 1003.190 INVERT 1022540 1022 740 1022.733 1022.725 1022.717 1022.709 1022700 1022.691 1022.681 1022.672 1022.661 1022.651 1022.640 1022.628 1022.617 1022 .604 1022.591 1022.578 1022.564 1022 .549 1022.540 1022.970 1022.740 1024.301 1024.010 1023.400 1022.970 1025.097 1025.096 1025.092 1025.086 1025.071 1025.064 1025.048 1025.028 1025.003 1024.972 1024.934 1024.889 1024.832 1024.762 1024.674 1024.560 1024.405 1024.301 1025097 INVERT 1022.540 1022.540 1022.740 1022.740 1022.970 1022970 1024301 1024301 1025 097 1025.097 Temecula Lane Lat A-2 Lorna Linda Road DEP'rn H:\PDAT A\15100834\Calcs\Hydro\WSPG\Loma LindalA.2.0UT SLOPE DEPTII 4.570 4.570 4.377 4 377 4 148 4.148 2.822 2.822 2.028 2.028 Q .438 1.400 AREA .429 .177 .186 .195 .205 .215 .225 .236 .248 .260 .273 .286 .300 .314 .330 .346 .363 .380 .399 .419 .429 .178 .177 .198 .189 .180 .178 .437 .415 .396 .377 .360 .343 .327 .312 .297 .284 .270 .258 .246 .234 .223 .213 .203 .198 .437 AREA 1.767 1.767 1.767 1.767 1.767 1.767 1.767 1.767 1.767 1.767 FORCE .219 .360 .345 .332 .319 .307 .296 .285 .276 .267 .259 .251 .245 .239 .234 .229 .226 .223 .221 .220 .219 .359 .360 .327 .341 .355 .359 .219 .220 .221 .223 .226 .230 .234 .240 .246 .253 .260 .268 .277 .287 .298 .309 .321 .327 FORCE 6 785 6444 6.444 6.039 6.039 3.696 3.696 2.293 2.293 W 5 P G W CIVILDESIGN Version 14.06 prOSram Package Serial Number: 1374 WATER SURFACE PROFILE LISTING DNORM .000 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .234 .219 .000 DCRIT OCRIT .443 .00000 SPRICT .000000 .062359 .054452 .047545 .041530 .036271 .031688 .027685 .024189 .021134 .018468 .016142 .014111 .012337 .010787 .009434 .008251 .007218 .006316 .005527 .005151 .061717 .062359 .045451 .052043 .059593 .061717 .004909 .005657 .006464 .007388 .008446 .009657 .011043 .012628 .014445 .016526 .018909 .021635 .024759 .028341 .032443 .037140 .042521 .045451 .000000 SPRICT .000000 .000178 .000178 .000178 .000178 .000178 .000178 .000178 .000178 .000000 Date: 1- 4-2006 Time 11:25:48 PAGE .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .00494 .0049-4 .00-494 ********************************..***********.****.***..*****....*......*....******..***..***.******.******..****************..***....*.. Invert Station Elev I*;~~~;~** ;~*~~~~;* I 1003.190 -I- I 40.460 1043.6501 -I- 600 I 11047250 1022.970 ,I. 20.830 I 1068.060 -I, 12.460 l 1080 5401 1025 ,I, 1022.540 ,I, I 1022.740 .1. I -I- .0639 I 1024.301 ,I, ;0639 I '" -I- , , , , " , , , , , , , , , , " " " " , , " " , , , , , , , , , , 1043.650 10-42.155 1040.597 1038.979 1037.292 1035.540 1033.716 1031.817 1029.838 1027.780 1025.641 1023.416 1021.100 1018 .685 1016.181 1013.559 1010.828 1007.971 1004.929 1003.190 Water Elev no '1' I '" -I- 1 1027.118 ,I, I m -I- I ,I, Q (CF3) 1.40 -I- I 1.40 -I- I " -I- I 1.40 .1. I 140 -I- .235 .243 .251 .260 .269 .278 .287 .297 .307 .317 .328 .339 .351 .363 .375 .388 .402 .416 .430 .438 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.-400 1.-400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1047.250 1043.650 . . . . 1068.080 1063.522 1053.987 1047.250 .236 .235 1.400 1.400 5' 5' 5' 5' 5' 5' 5' 5' 5 , 5 , 5' 5' 5' 5 , 5 , 5' 5' 5' 1080540 1080.520 1080464 1080365 1080.221 10811.025 1079.774 1079.458 107!1.065 1078.583 1077.994 1077.278 1076.397 1075.305 1073.927 1072.140 1069.713 1068.080 .254 .246 .238 .236 1.400 1.400 1.400 1.400 55 1080.540 .443 .427 .413 .399 .386 .373 .361 .349 .337 .326 .315 .305 .295 .285 .276 .267 .258 .254 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 1.400 STATION , 1003.190 .443 1.400 1003.190 1043.650 1043.650 1047.250 1047.250 1068.080 5 5 1068.080 1080.540 Q 1.400 1.400 1.400 1400 1400 1400 1400 1.400 1.400 1400 VO' (FPS) -I- SF Ave ...*..*..*1......**. Vol Head .79 -I- .011027.12 -I- .0002 I .01 1027.13 -I- .0002 I ." -1- .0002 I .011027 ,I, .0002 I .011027.14 -I- 6 1080540 .79 -1- .79 -I- .79 ,I, .79 -I- r w s ~(OJ Printed: 06/15/2006 04:00:19 PM PM o Depth 1FT) .0049 4.5701027 -I- I 4.377 1027 -I- I 4.148 -I- I 2.8221027 -I- I 2.028 1027.125 -I- .0639 Enersy Super Critical Flow Top Height! Base Nt I Grd.El. Elev Depth Width Dia.-FT or 1.0. ZL - - - - - - HF ~~..~;~ ::~~~;.~ ~~~*~. U:~:H *~:::;~I**;~" ;n>;*~ .00 .44 .00 1.500 .000 .00 -I- -I- -I- ,I, -I- 4.57 .00 .44 .013 .00 I I I I I .00 .44 .00 1.500 .000 ,I, ,I. -I- -I- -I- 4.38 .00 .23 .013 .00 I I I 1 I .00 .44 .00 1.500 .000 ,I, -I- -I- .1. -I- .00 .00 .23 .013 .00 I I I I I .-44 .00 1.500 .000 ,I, ,1, -I- -I- .\. 2.82 .00 .23 .013 .00 1 I I I I .00 .44 .00 1.500 .000 (~I;'I\:;:(,~I io'~7:1,.)..sl~ \.JJO-OI) Modified: 01/04/2006 11 :25:54 AM AM ,I, ." 1 ,I, .00 1 1027.13 '\' .00 I B .1. .00 1 .00 DNORM m .000 .443 .443 .234- .234 .234 .234 .234- .234 .000 .443 .443 .06388 .06388 .443 .443 .443 .443 .06390 .06390 .06390 .06390 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .443 .06389 .06399 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .06389 .443 .00000 SLOPE .443 .00000 .443 .443 .00494 .00494 .443 .443 .06388 .06388 .443 .443 .06390 .06390 .443 .443 .06389 .06389 .443 .00000 No Wth Prs/Pip .00 1 I, PIPE I 1 I, PIPE I 1 I, PIPE I , I, PIPE 1 ,0 .00 .0 .00 .00 .0 .00 .00 .0 .00 ~ \O~7. .00 .0 Page 1 ot I H:IPDA T AI151 00834ICalcs1Hydro1WSPGILoma LindalA.2.0UT I Temecula Lane I Lat A-2 I Lorna Linda Road I 1003.19 ., C H W . R 1004 :77 I 1006.35 1007.93 I 1009.50 1011.08 I 1012.66 1014.24 1015.82 I 1017.40 lOU.98 I 1020.55 1022.13 I 1023.71 1025.29 I 1026.87 1028.45 I 1030.03 1031.60 I 1033.16 1034.76 I 1036.34 1037.92 I 1039.50 1041.08 1042.65 I 1044.23 C H H . R 1045.81 I 1047.39 C H H . R 1048.97 I 1050.55 1f>" 1052.13 I Printed: 06/15/200604:00:19 PM PM Modified: 01/04/2006 11 :25:54 AM AM Page 2 01 I I 1053.70 1055.28 I 1056.86 1058.44 I 1060.02 1061.60 I 1063;18 1064.75 I 1066.33 1067.91 I 1069049 1071.07 I 1072,65 1074.23 I 1075.80 1077 .38 I 1078.96 1080.54 I H:IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA-2.0UT C H W. R C W WE. R 1022.540 1022.999 1023.459 1023.918 1024.378 1024.837 1025.297 1025.756 1026.216 1026.675 1027.135 NOT E S 1. GLOSSARY I I" INVERT ELEVATION C .. CRITICAL DEPTH W " WATER SURFACE ELEVATION S " SUPER-ELEVATION H " HEIGHT OF CHANNEL E " ENERGY GRADE LINE X .. CURVES CROSSING OVER I B.. BRIDGE ENTRANCE OR EXIT Y " WALL ENTRANCE OR EXIT 2. STATIONS FOR .POINTS AT A JUMP MAY NOT BE PLOTTED EXACI'LY I I I I I 70 I Printed: 06/15/2006 04:00:19 PM PM Modified: 01/04/2006 11 :25:54 AM AM Page 3 01 I H:IPDA TAl 151 00834ICalcs1Hydro1WSPGILoma LindalA-3. WSW I '1'1 TemeC'Ula Lane I T' '1'3 Lat A3 SO 100.0001020.010 1 R 147.2401021.250 1 R 163.1701022.840 1 SH 163.1701022.840 1 I CD 1 4 1 .000 1.500 Q .800 .0 1025.010 .013 .013 .000 .0000 .000 .0000 1022.840 .000 .000 .000 .00 I I I I I I I I I I I I I I I I ~ Printed: 06/19/200610:43:50 AM AM Modified: 06/19/2006 10:42:26 AM AM Page 1 of 1 I I H :IPDA TAl 151 00834\Calcs\Hydro\WSPGlLoma LindalA-3.0UT 6100 . ELMCHG SUB. PAA.NO. ELEMENT RECORD CHN.TYPE SECTION . Q-ADD I ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SECTION 2160 3 ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SECTION Q-ADD I 2160 I Q-ADD . 1100 1 ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SEC"I'ION Q-ADD I DWNSTM HDWKDS PAR.NO. STATION 30 163.170 I DWNSTM HDNKDS PAR. NO. STATION 3S 163.170 I no DWNSnI RCHDS PAR NO. STATION I 1400 163.170 .BOO .800 .BOO Q-FACT NEW'Q OCR!T DN"ORM Q eEPTH ec 1.000 .BOO .333 .BOO .333 .333 Q-FACT NEW'Q OCR!T DNORM Q DEPTH ec 1.000 .800 .333 .161 .BOO .333 .333 o FACT NEW-Q DCRIT DNORM Q DEPTH c 1.000 .800 .333 .221 .800 .333 .333 Q-FACT NEW Q DCRIT DNORM REACH SUB. PAR. INVERT DWNSTM RCHDS REACH ENTERED FROM PARAGRAPH 1600 FACT CRrT I STATION 30 163.170 1022.840 I REACH SUB. PAR. INVERT STATION 360 163.162 1022.839 I REACH SUB. PAR. INVERT STATION 360 163.135 1022.B37 REACH SUB. PAR. STATION INVERT I 360 163.0911022.832 REACH SUB. PAR. STATION INVERT I '" 163.0271022.826 REACH SUB. PAR. STATION INVERT I 360 162.941 1022.817 REACH SUB. PAR. STATION INVERT I 360 162.8301022.806 REACH SUB. PAR. STATION INVERT I 360 162.693 1022.792 REACH SUB. PAR. STATION INVERT I '" 162.525 1022.776 REAca SUB. PAR. STATION INVERT Page 1 of 7 I 4 1 .800 1.000 DOWNSTREAM PROCESSING DEBUGGING TRACE Q .800 -1.0 .333 Q FACT CRIT .800 -1.0 .333 Q FAC"!' ClUT .800 -1 .333 Q FACT CRIT .800 -1.0 .333 Q FAC"!' CRIT .800 -1.0 .333 Q FACT CRIT .800 -1.0 .333 Q FACT CRIT .800 -1.0 .333 Q FAC"!' CRIT .800 -1.0 .333 Q FACT CRIT .800 -1 .333 Q ,^CT CE!T Printed: 06/19/2006 10:43:49 AM AM eN ONORM ONORM ONORM ONORM ONORM DNORM ONORM DNORM ONORM ONORM .800 .333 AREA FORCE AREA FORCE .292 .108 AREA FORCE WETP so sc " .161 .292 .108 1.471 .099813 .004989 .004989 AREA-N HO-VEL-N O-PREV AREA P HO-VEL P SF-PREV .161 .102 .961 .332 .290 .118 .005 AREA,N HO-VEL-N O-PREV AREA P HD-VEL P SF-PREV .161 .102 .961 .321 .290 _130 .006 AREA'N HO-VEL-N 0 PREV AREA P HO-VEL P SF-PREV .161 .102 .961 .310 .290 .143 .007 AREA'N HO-VEL-N D PREV AREA-P HD-VEL P SF-PREV .161 .102 .300 .961 .290 .157 .008 AREA-N HD-VEL-N D-PREV AREA-P HD-VEL P SF-PREV .161 .102 .961 .290 .290 .173 .009 AREA N HD-VEL-N D PREV AREA P HD-VEL P SF-PREV .161 .102 .961 .281 .290 .190 .010 ARBA-N HD-VEL-N 0 PREV AREA P HD-VEL P SF-PREV .161 .102 .96"1 .272 .290 .209 .011 AREA-N HD-VEL-N D-PREV AREA-P HD-VEL P SF-PREV .161 .102 .961 .263 .290 .230 .013 AREA-N HD-VEL-N D-PREV J\REA-P HD-VEL P SF-PREV .161 .102 .961 .254 .290 .253 .015 J\REA-N ?b HD-VEL-N D-PREV AREA-P HD VEL P SF PREV Modified: 06/19/200610:43:00 AM AM I I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR.. I REACH SUB. PAR . I REACH SUB. PAR. I REACH SUB. PAR . I REACH SUB. PAR. REACH SUB. PAR. I 360 162.321 U22.755 INVERT 1022.731 INVERT STATION 161.7881022.702 INVERT .800 -1.0 .333 H:IPDA T AI 151 00834ICalcs1Hydro1WSPGILoma LindalA-3.0UT .278 .017 Q FACT CRIT DNORM .161 .102 .961 .246 STATION 360 162.078 STATION 161.443 1022.668 INVERT .800 -1.0 .333 AREA-N HD-VEL-N D-PREV 360 STATION J60 161.031 1022.627 360 STATION 360 INVERT STATION 160.536 1022.577 INVERT 159.939 1022_518 J60 STATION 360 INVERT STATION 159.209 1022.445 INVERT J60 158.298 1022.354 INVERT 1022.237 INVERT 1022.079 INVERT 1021.849 STATION 149.221 1021.448 INVERT J60 Q FACT CRIT DNORM .161 .961 .238 STATION 360 157.126 .800 -1.0 .333 .102 AREA,N HD-VEL~N D-PREV STATION 3'0 155.547 Q FACT CRIT DNORM .161 .102 .961 STATION 360 153.237 .800 -1.0 .333 AREA, N HD-VEL-N D-PREV Q FACT CRIT DNORM .161 .961 .800 -1.0 .333 _102 AREA-N HD-VEL-N O-PREV Q FACT CRIT ONORM .161 .961 .800 -1.0 .333 .102 AREA-N HD-VEL-N 0 PREV Q FACT CRIT DNORM .161 .102 .961 .800 -1.0 .333 AREA'N HD-VEL-N 0 PREV Q FACT CRIT DNORM .161 .102 .961 .800 -1.0 .333 AREA.N HD-VEL-N D-PREV Q FACT ORIT DNORM .161 .102 .961 .800 -1.0 .333 AREA-N HD-VEL-N D-PREV Q FACT ORIT DNORM .161 .102 .961 .800 -1.0 .333 AREA.N HD-VEL-N D-PREV Q DNORM .161 .102 .961 FACT ORIT AREA-N D-PREV .800 -1 .333 HD-VEL-N .161 .102 .961 Q DNORM AREA-N D-PREV FACT ORIT HD-VEL-N .161 .102 .961 .800 -1 .333 AREA.N HD-VEL-N D-PREV Q DNORM .161 .961 FACT CRIT .800 -1.0 .333 .102 REACH - BERNLI ENTERED FROM PAR.NO. CHN-LNGTH LNGH-GONE LNGTH TO GO DEPTH I 1000 15930 13.949 1.981 .166 BERNLI SUBROUTINE PAR.NO. FACTF I '" -1.0 BERNLI SUBROUTINE PAR.NO. XINC I REACH SUB. PAR. I '" STATION .001 1400 147.240 1021 250 INVERT DWNS'IM ROiDS PAR. NO. STATION 163.170 I 110 Page 2 of 7 I 1600 DF DNORM CONSTF .166 .161 m DI CONI CONSTF .165 1.152 1.144 Q DNORM FACT CRlT .800 .1 .333 Q DEPTN c DN .800 .161 .166 .333 Printed: 06/19/2006 10:43:49 AM AM D(1) CONST(l) CONST(2) D(2) _Ul 1.221 1.127 .166 AREA-N HD-VEL-N 0 PREV .161 .961 .102 AREA WET' FORCE .290 .108 .290 AREA , HD-VEL P SF-PREV .290 .306 .019 AREA-P HD-VEL P SF-PRE'\' _230 .022 .290 .337 AREA-P HD-VEL P SF-PREV .223 .370 .026 .290 AREA P HD-VEL P SF-PREV .216 .407 .029 .290 AREA-P HD-VEL P SF PREV .209 .034 .290 .448 AREA-P HD-VEL P SF PREV .202 .038 .290 .493 AREA P lID-VEL P SF-PREV .195 .044 .290 _542 AREA-P HD-VEL P SF-PRIN .189 .596 .050 .290 AREA.' HD-VEL P SF-PREV .183 .656 .058 .290 AREA-P HD-VEL P SF-PRE'\' .177 .290 .721 .066 AREA-P HD-VEL P SF-PREV .171 .794 .076 .290 AREA P HD-VEL P SF-PREV .166 .087 _290 .873 AREA-P HD-VEL P SF-PREV .165 .090 .106 .891 60 ,c " 1.468 .004989 .005049 .099813 ~ Modified: 06/19/200610:43:00 AM AM I I DWNSTH RC:iDS PAR.NO. STATION 1220 147.240 H:IPDA TAl 151 00834ICalcsIHydroIWSPG\Loma LindalA-3.0UT Q DEPTH c ON .800 .165 .3B .221 I REACH SUB. PAR. DWNSTM RCHDS REACH ENTERED FROM PARAGR.AP:-I 1600 DNORM I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR. I REACH SUB. PAR . I REACH SUB. PAR. STATlON INVERT Q FACT AREA FORCE .106 .195 WETP SO SC SF 1.014 .026249 .004989 .089541 AREA'N HD-VEL-N D PREV 3D 147.240 1021.250 CRIT .800 -1.0 .333 .221 .162 .377 STATION INVERT Q FACT CRIT DNORM AREA.N HD-VEL-N D-PREV 360 145.929 1021.216 .800 -10 .333 .221 .162 .377 STATION INVERT Q FACT CRIT DNORM AREA N HD-VEL-N D-PREV 360 144.479 1021.177 .800 -1.0 .333 .221 .162 .377 STATION INVERT Q FACT CRIT ONORM AREA-N HD-VEL-N D-PREV 360 142.8521021.135 .800 -1 .3B .221 .162 .377 STATION INVERT Q FAC"!' CRIT DNORM AREA-N HD-VEL-N D-PREV 360 140.994 1021.086 .800 -1 .333 .221 .162 .377 STATION INVERT Q FACT CRIT DNORM AREA-N HD-VEL-N D-PREV 360 138.800 1021.028 .800 -1.0 .333 CRIT DNORM AREA-N HD-VEL-N D PREV Q FACT _800 -1 .221 _162 .377 Q DNORM .333 .221 _162 .377 .201 o PREV 47240 35.888 STATION INVERT FACT CRIT .800 -1.0 .333 AREA-N HD-VEL-N 360 136.096 1020.957 Q FACT CRIT DNORM _221 .16:.;1 .377 STATION INVERT .800 -1.0 .333 AREA-N HD-VEL-N D-PREV 360 132.474 1020.862 Q FACT CRIT DNORM .221 .162 .377 STATION INVERT .800 -1.0 .333 AREA,N HD-VEL-N D-PREV 360 126.780 1020.713 .221 .162 .377 STATION INVERT REACH BERNLI ENTERED FROM PAR.NO. ctm-LNGTH LNGH-GONE LNGTH TO GO DEPTH I 360 111 352 1020.308 1000 BERNLI SUBROUTINE PAR.NO. FACTF I REACH SUB. PAR. I >CO -1.0 STATION INVERT 1400 100.0001020.010 DWNSTM RCHDS PAR.NO. STATION I 110 1 I 1600 147.240 DWNSTM Q'I'LTDS PAR.NO. STATION 6050 100.000 1 DOWNSTREAM STATION I ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO I 1 100.000 1020.010 o .80D INVERT OF DNORM CONSTF 147.240 145.929 144.479 1021.250 1021.216 1021.177 .221 .221 .748 o FACT CRIT DNORM .800 -1.0 .333 DE"," c ON .800 .221 .333 .221 o DE"," DC AREA .221 DE"'" .333 o .221 .800 .165 .170 .176 .800 .800 .800 Page 3 of 7 Printed: 06/19/200610:43:50 AM AM 11.352 .221 D(l) CONST(l) D(2) CONST(2) .221 .749 .221 AREA-N HD-VEL-N D-PREV .221 .162 .377 AREA FORCE WETP .106 .195 1.014 FORCE .162 AREA .137 FORCE DNORM .162 .137 .000 .106 .111 .116 .195 .187 .179 .221 .221 .221 AREA, . HD-VEL P SF-PREV .165 .106 .891 .090 AREA-P HD-VEL 0' SF-PREV .170 .106 .810 .078 AREA-P HD-VEL P SO' PREV .176 .106 .736 .068 AREA P HD-VEL P SF-PREV .182 .106 .669 .059 AREA P HD-VEL P SF-PREV .188 _106 .608 .052 AREA-P HD-VEL 0' SF PREV .194 .106 .553 .045 AREA-P HD-VEL P SF-PREV .106 .503 .040 AREA" HD-VEL P SF-PREV .207 .106 .457 .035 AREA.F HD-VEL P SF-PREV .214 .106 .416 .030 AREA P HD-VEL P SF-PREV .221 .106 _378 .026 .747 AREA P HD-VEL P SF-PREV .221 .162 .378 .026 so sc SF .026249 .004989 .089541 OCRIT SLOPE SPRIC"!' .3D .00000 .000000 ~ .333 .333 .333 .02625 .02625 .02625 .089541 .078135 .068174 Modified: 06/19/200610:43:00 AM AM I I ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO I ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMEm' NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO I I I I ELEMENT NO o , , 2 , 2 , 2 2 , 2 2 , 2 , , , , 142.852 140.994 138.800 136.096 132.474 126.780 n1.352 100.000 , 2 3 , 3 , 3 2 3 2 3 2 3 , 3 2 3 , 3 , 3 , 3 , 3 , 3 , 3 , 3 2 3 2 3 , 3 , 3 2 3 , 3 , 3 , 163.170 163.162 163.135 163.091 163.027 162.941 162.830 162.693 162.525 162.321 162.078 161.788 161-443 161.031 160.536 159.939 159.209 158.298 157.126 155.547 153.237 149.221 147.240 , 6 163.170 I DWNSTM OTLTUS PAlLNO. STATION 31 100.000 I " UPSTRM RCHUS PAR.NO. STATION 100.000 I 60 UPSTRM RCliUS PAR.NO. STATION 147.240 I 32 no UPSTRM RCliUS PAR. NO. STATION I 60 147.240 UPSTRM RCHUS PAR. NO. STATION I " I no 163.170 UPSTRM HDWKUS PAR.NO. 5015 163.170 STATION ; UPSTREAM I ELEMENT N'J ELEMENT N-J ELEMENT N-J I ELEMENT NJ ELEMENT NJ ELEMENT N'J o , STATION 1 100.000 H:IPDATAI 151 008341CalcslHydrolWSPGILoma LindalA.3. OUT 1021.135 1021 086 1021.02B 1020951 1020.862 1020.713 1020.30B 1020.010 1022.840 1022.839 1022.B31 1022.832 1022.826 1022.81'1 1022.B06 1022.792 1022.776 1022.755 1022.731 1022.702 1022.663 1022.627 1022 .577 1022.51.3 1022.445 1022.35-1 1022.237 1022.0B 1021.80 1021.443 1021.25~ 1022.840 .182 .188 .194 .201 .207 .214 .221 .221 .333 .321 .310 .300 .290 .281 .272 .263 .254 .246 .238 .230 .223 .216 .209 .202 .195 .lB9 .lB3 .177 .171 .166 .165 .333 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .BOO .800 .800 .BOO .BOO .800 .BOO .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .800 .122 .128 .134 .141 .147 .155 .162 .162 .292 .277 .264 .252 .240 .229 .218 .208 .19B .189 .leO .172 .164 .156 .149 .142 .135 .129 .123 .n7 .n2 .107 .106 .292 UPSTREAM PROCESSING DEBUGGING TRACE AREA FORCE Q DEPTH DC .800 5.000 .333 Q .800 Q .800 Q .800 o .800 .800 INVERT 1020.010 1020010 1021 250 1021 250 1022840 1022.840 DEPTH 5.000 DEPTH 3.763 DEPTH 3.763 DEPTH 2.174 Q DEPTH 5.000 5.000 3.763 3.763 2.174 2.174 c .333 c .333 c .333 c .333 DC .333 Q .800 .800 .800 .800 .800 .800 1.767 7.522 DN AREA , , 100.000 147.240 2.174 DEPTH .221 DN AREA .2:n DN AREA 3 , 147.240 163.170 .161 DN AREA .161 AREA 1.767 AREA 767 1.767 1.767 1.767 1.767 JUMP PROCESSING DEBUGGING TRACE 1.767 D/S-STA-2 D/S.D-2 100. OO~ .221 .333 7.522 I JUMpp OTLTJP PAR.NO. STATION U/S DEPTH U/S-DCRIT IS-FORCE D/s-FORCE .172 .165 .159 .153 .147 .142 .137 .137 .108 .108 .109 .no .1n .n3 .115 .n8 .121 .124 .128 .132 .136 .141 .146 .152 .157 .164 .171 .178 .185 .194 .195 .10B FORCE 1.767 FORCE 1.767 FORCE 1.767 FORCE 1.767 FORCE 2.527 FORCE 7.522 5.335 5.335 2.527 2 527 _221 .221 .221 .221 .221 .221 .221 .221 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .161 .000 WETP 7.522 WETP 5.335 WETP 5.335 WETP 2.527 ONORM m .000 so 4.712 .026249 I , 6 163.170 50 100.000 JUMpp RCHJP PAR.NO. STATION 105Q 100.000 I 5.000 .137 .221 .221 .161 .161 .000 '0 4.712 .026249 '0 4.712 .099913 '0 4.712 .099813 .333 .333 .333 .333 .333 .333 .333 .333 .02625 .02625 .02625 .02625 .02625 .02625 .02625 .02625 .0594BB .051932 .045320 .039565 .03452B .030142 .026320 .026332 .004989 .005776 .006609 .007563 .008656 .009907 .011343 .012984 .014869 .017027 .019496 .022329 .025569 .029286 .033553 .038441 .044039 .050454 .057B03 .066227 .075884 .086958 .089541 .000000 SP .000058 " .000058 SP .000058 SF .000058 SFRICT .000000 .000059 .000058 .00005B .000058 .000000 /" ?/'v Page 4 of? OCR'" DC U/S-F-l D/S-F-1 U/S-P-2 O/S-F-2 .333 5.335 .195 7.522 .137 Printed: 06/19/200610:43:50 AM AM .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .333 .09991 .09981 .09981 .099B1 .09981 .099B1 .09981 .09981 .09981 .09981 .09981 .09981 .09981 .09981 .09981 .09981 .09981 .09991 .09991 .09981 .09981 .09981 .09981 Modified: 06/19/200610:43:00 AM AM .333 .00000 SC .004989 ,c .004989 SC .0049B9 ,c .004989 SLOPE .333 .00000 .333 .333 .02625 .02625 .333 .333 .09981 .09981 .333 .00000 SO SC .02625 .004999 I I I I I I I Ig I I I I I I I I I I I H :IPDA T AI 151 00834ICalcslHydrolWSPGILoma LindalA.3.0UT u/S DEPTH u .DODDO/S-DEPTH .. .DClOOFORCE .OOOOSTATION _ .0000 JUMPP RCHJP PAR. NO. STATION DIS STA-2 D/S-D-2 \J/S-F-l n/S-F-l DC U;S-F-2 D{5-F-2 so sc 1050 147.240 147.240 .165 .333 2.527 .108 5.335 .195 .09981 .004989 u/s DEPTH D .OOOOD/S-DEPTH .OOOOFORCE c .OOOOSTATION .. .0000 JUMPF HDWKJP PAR.NO. STATION U/5-D-2 U/S-DC-2 D/s-F-I U/S-F-l 6010 END OF JUMP PASS o FILE; A-3.WSW 163.170 2.174 .333 .10a 2.527 W 5 P G W CIVILDESIGN Version 14.06 Program Package Serial Number, 1374 WATER SURFACE PROFILE LISTING PAGE Date, 6-19-2006 Time,lO,42,SB Temecula Lane I Lat A3 ".."'......*.......*.*..........***..***......."....................."....".."...**....,,**...........*******...**.............. I Invert Depth Water Q V" V', Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev ''''' Elev (CFS} (FPS) Head Grd.E1. Elev Depth width Dia.-FT 0' 1.D. ZL Pre/Pip -I- -I- L/Elem ICh Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall Z. Type Ch *................ ................. ........***** ********* .......1....... *******..* ******* ....***** I 100.000 1020.010 5.000 1025.010 .80 ,45 .00 1025.01 .00 .33 .00 1.500 .000 ,00 1 .0 -I- -I- -I- -I- -I- -I- .1. .j. -I- -I- -I- -I- ,I, I, 47 240 .0262 .0001 .00 5.00 .00 .22 .013 .00 .00 PIPE 1 I I I I I I I I I I I j 147 240 1021.250 3.763 1025.013 .80 .4' .00 1025.02 .00 .33 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I, " 930 .0998 .0001 .00 3.76 .00 .16 .013 .00 .00 PIPE 1 I I I I I 1 I I I I I I 163.170 1022.840 2.174 1025.014 .80 .4' .00 1025.02 .00 .33 .00 1.500 .000 .00 , .0 -I- -I- -I- -I- -I- -I- -I- ,I, -I- ,I, -I- -I- -I- I. Temecula Lane I J-C;.ol tl.J.i(O.O)~IO?.S,OI Lat A3 100.00 .1 C 101 29 102 58 103 .S? 105.16 106.45 107.74 109.02 110 II III 60 m " 114.Hl 115 .47 116 .76 118 05 119.34 m " 121 ," N w . ?jP Printed: 06/19/200610:43:50 AM AM Modified: 06/19/200610:43:00 AM AM Page 5 of 7 I I I I I I I I I I I I I I I I I I I H:IPDA TAl 151 00834ICalcslHydrolWSPGlloma lindalA.3.0UT 123.21 124.43 125.n 127.07 128.35 129.65 130.94 132.23 133.52 134.81 136.10 137.39 138.68 139.96 141.25 142.54 143.83 145.l2 146.41 147.70 C H 148.99 150.28 151.57 152.86 154.15 155.43 156.72 158.01 159.30 160.59 161.88 163.17 w R C H WE:. R 1020.010 1020.511 1021.011 lo:n.S12 1022.013 1022.513 1023.014. 1023.515 1024.015 1024.516 1025.017 NOT E S l. GLOSSA.;~Y I m INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION '71 Printed: 06/19/200610:43:50 AM AM Modified: 06/19/200610:43:00 AM AM Page 6 of? I I I I I I ,I I I I I I I I I I I I I H :IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA.3. 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(] ::: c'=-')(.0035) (Jt<'Sd.(}X ;).~3) ~ O-O;)G c.~ ~ -- - - Af,o ~ , i -. ] ] ] ] ] ] ] ] ] ] ] '] ] '] ] '] '] ] Worksheet 1 Design Procedure forBMP Design Volume 85th percentile runoff event Designer: Deborah de Chambeau Company: RBF Consulting, Inc. Date: 12/8/2005 Projec;t: Temecula Lane I IN 15-100834 Location: Basin A Volume Single Family area near street L and X 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) T 8S &R2W b. Slope value from the Design Volume Section 17 (1) Curve in Appendix A Slope = 1.2 (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to Is this graph the origin, to create the graph attached? Yes [iJ No 0 2. Determine Runoff Coeffcient a. Determine total impervious area AmpervioUS = 8.16 acres (5) b. Determine total tributary area A.otal 13.6 acres (6) c. Determine Impervious fraction I = (5) I (6) i= 0.6 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78f + .774i + .04 C= 0.41 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V u value Vu= 0.49 in-acre acre (9) 4. Determine Design Storage Volume a. VBMP = (9) x (6) ~n-acres ] VBMP = 6.67 in-acre (10) b. VBMP = (10) 112 [fl-acres] VBMP = 0.56 ft-acre (11) c. VBMP = (11) x 43560 [ft'l VBMP = 24,226 ft3 (12) Notes: Basin A volume.xls A"'\ [ [ [ [ [ [ [ [ [ r- [ r l 85% Unit Storage Volume (Vu) 000000000 ~~~~~~~~~ O~Nw~~m~~~~~Nw~~m~~~N o (~}v r [ r r r [ "T1 -. (Q s::: ., CD N .. c: ::;] ;::;: en r+ o ., Il) (Q CD < o - s::: 3 CD (j) ., Il) "C :r , \ . . \ - \ - 1\ \ , \ \ 1\ \ , \ \ \ o ~ o N :::0 0 -o<l 5 ~ l' 0 I/' ~ " 0 ) 0 Y ~ ~ o' (1)' ::;] r+ 0 - . o 0> - o -....J o co o CD ~ o C".) . ] - , I , .J , , i ...i -: ... - Design Procedure for BMP Design Volume 85th percentile runoff event Designer: Deborah de Cham beau Company: RBF Consulting, Inc. Date: 12/8/2005 Project: Temecula Lane I IN 15-100834 Location: Basin B Volume Multi Family area near street G and I i 1. Create Unit Storage Volume Graph - ..., i ... - i i .. i ... "i \ - ... - - -, J .- a. Site location (Township, Range, and Section) b. Slope value from the Design Volume Curve in Appendix A c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to the origin, to create the graph 2. Detennine Runoff Coeffcient a. Determine total impervious area b. Determine total tributary area c. Detennine Impervious fraction I = (5) I (6) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78i2 + .774i +.04 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired Vu value 4. Determine Design Storage Volume a. V.MP = (9) x (6) [in-acres] b. V.MP = (10) 112 [It-acres] c. V.MP = (11) x 43560 [lt3] Notes: Basin B volume.xls Slope = Worksheet 1 T 8S &R2W Section 17 Is this graph attached? Yes [i] .No 0 ~mpervious = VBMP = VBMP = VBMP = 1.2 Arotal 13.36 acres 16.7 acres i= c= Vu = 0.8 0.60 (1) (2) (5) (6) (7) (8) 0.72 in-acre acre (9) 12.01 in-acre 1.00 ft-acre 43,596 ft3 (10) (11) (12) A' .' [ [ [ [ [ [ [ [ [ [ [ [ [ [ [ [ [ ;- i' - 85% Unit Storage Volume (Vu) 000000000 ~~~~~~~~~ O~Nw~~m~~~~~Nw~~m~~~N o ()~ '"T1 (Q c .., (I) tI.) C ::l ;::;: en .... o .., III (Q (I) < o - c 3 (I) G> .., III "'C ::T , i\ I \ \ \ 1\ \ - \ \ \ 1\ 1\ \ o ~ o N o ~ o (]1 o (j) o -....J o ex:> o co ~ o w AJ c ::l o '=: o ,~O )(1) '::::ll 1-' o CD' ::l .... - o - .. ] J ] ] ] ] ] ] ] ] '] ] ] -] -] -] -] ... , j Design Procedure for BMP Design Volume 85th percentile runoff event Designer: Deborah de Chambeau Worksheet 1 Company: RBF Consulting, Inc. Date: 12/8/2005 Project: Temecula Lane I JN 15-100834 Location: Basin C Volume Multi Family area near street I and J 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) b. Slope value from the Design Volume Curve in Appendix A. c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to the origin, to create the graph Slope = T 8S &R2W Section 17 (1) (2) 1.2 Is this graph attached? Yes [Xl No 0 2. Determine Runoff Coeffcient a. Determine total impervious area b. Determine total tributary area c. Determine Impervious fraction I = (5) I (6) d. Use (7) in Figure 1 to find Runoff OR C = .858i3 - .78i' + .774i + .04 Ampervious = 4.64 acres (5) A.otal 5.8 acres (6) i= 0.8 (7) C= 0.60 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V u value Vu = 0.72 in-acre acre (9) 4. Determine Design Storage Volume a. VBMP = (9) x (6) [in-acres] b. VBMP = (10) /12 [It-acres] c. VBMP = (11) x 43560 [It'] VBMP = VBMP = VBMP = 4.17 in-acre 0.35 It-acre 15,141 1t3 (10) (11) (12) Notes: H:/pdata/91000/Strmwlr ManagemenUWater Quality/bmp design/volume.xls ~\ [~ [- [- [~ [ L. L [ [ [ [ [ [ [ [ 'T1 cQ' e ca !':' c " '" III g- il lQ .. < o C 3 .. Gl il "0 :T 85% Unit Storage Volume (Vu) 000000000 ~~~~~~~~~ O~Nw~~~~m~~~Nw~~m~~~N o \1 ~ ~ o '" o '" o ... o '" o (n o '" o Co o <0 ;0 tN~ ~ :ll fl\0 5'5: 31 n iD a :9 ~ [ [ [ .. , , , , (./ \-.~ ....-., I , I \ I I \ \ - _4> o .,. , " \ \ ~o 11 IJ :~ In c !:j z (jJ , T ~ '" ;;; '" o <- ~ . ~ <0 ~ '" ;;; .., ~6~ . ~ 0 ! ~ ~ ~~ !II 'n' o 0'1 m o 0 ~ 3 ~ 0 ~ 0 :E o :rJ CD C -i )> :IJ -< )> :IJ m )> en 4/5/06 DLD ~ TEMECULA LANE - TRACT 31949 WATER QUALITY BASIN JN 15100834 Descriotion Values Notes Imperviousness Ratio i 0.76 Plate E-6.3 RCFCD HYdroloay Manual Runoff Coefficient C 0,56 C - 0.858i3 - 0.78i2 + 0.774i + 0.04 Drain Time of Caoture Volume, hrs t 48 Rearession 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 0.53 Po = a * C * P6 Po converted to ac-ftIac Po 0.044 Watershed Area, Acre A 36.1 On-site tributary area Basin Volume, ac-It Vo 1.59 Additional 20% for sediment, ac-It V 1.91 Stormwater Quality Capture Volume Orifice Diameter, in 5.0 Area, Sa. It 0.136 Orifice Coefficient 0.62 100% WQ Volume Elevation, It 1,018.50 Top Area, It 30,999 50% WQ Volume Elevation, It 1,016.00 Top Area, It 21,667 Empty Basin Elevation, It 1,015.00 Too Area, It 17,981 Drawdown trom 100% to 50%, Hrs 34 v 6t:. betwe-<'n 5) 'I- Ov>.d Desirable 24-48 hours Drawdown from 100% to Empty 51 W'/")r, h.cTI.J<vr. 4-<'\ c.".".,c{ Desirable 48-72 4~ fa oK. \.J S -e.. 5'-0" Ax . () I ~ Drawdown Eauation (Source CA BMP paDe 5-42) ____.._~-..-,.._""_ . l.f 01 \ '\ T = (7 X 10-5 )A(H - Ho )0.5 --.,,---:::> C.a 5^- T bl 1 EI r St D f T IL W Q r B . a e eva lon- oraQe ata or emecu a ane ater ua It V I aSIn Elevation Depth Area Average Area Volume Total Volume (ft) (ft) (a c) (ac) (ac-ft) (ac-ft) 1015 0.413 - - - 1 0.455 0.455 0.455 1016 0.497 - - - 1 0.540 0.540 0.995 1017 0.583 - - - 1 0.626 0.626 1.621 1018 0.668 - - - 0.5 0.690 0.345 1.966 1018.5 0.712 - - - 9 " ,7 " ,!o "It' ... / ~/ / "'- ,; H. 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