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Home My WebLink AboutParcel 1 Hydrology I II II I I I I I I I I I I I I I I I I em ~J K&S ENGINEERING Plunn :'p : ":~' <-" ",C'IJ ~~ ...r,;,-'\ i'\(] HYDROLOGICAL ANALYSIS FOR LEGACY CORPORATE CENTER PARCEL 1 OF P.M. 28657 IN CITY OF TEMECULA IN 05-010 July 27,2005. oft; 7801 Mission Center Court, Suite 100 . Son Diego, Col'fornio 92108 . (619) 296.5565 . Fox (619) 2965564 \ I I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. INTRODUCTION 2.HYDROLOGY DESIGN MODELS 3.HYDROLOGIC CALCULATIONS .......................... APPENDIX A 4.TABLES AND CHARTS ................................ APPENDIX B 5.HYDROLOGY MAPS ................................... APPENDIX C , 1.-- I I I I I I I I I I I I I I I I I I I 1. INTRODUCTION A. EXISTING CONDITION THE EXISTING SITE CONSISTS OF ONE VACANT PARCEL (PARCEL I OF P.M. No 28657) LOCATED ON THE NORTHWESTERLY CORNER OF DIAZ RD AND REMINGTON AVENUE IN THE CITY OF TEMECULA. PRESENTLY, THE RUNOFF SHEET-FLOWS WEST-EAST TOWARDS OIAZ ROAD AND THEN STREET FLOWS INTO THE EXISTING CURB INLET LOCATED AT THE CORNER OF DIAZ ROAD AND REMINGTON AVENUE GENERATING A RUNOFF OF 14.9 C.F.S B. PROPOSEO CONDITION THE PROPOSED OEVELOPMENT CONSISTS OF THE CONSTRUCTION OF THREE COMMERCIAL BUILDINGS, WITH DRIVE AISLE, PARKING, AND TWO LOADING DOCKS. STORM RUNOFF WILL BE COLLECTED USING PRIV ATE INLETS AND CONVEYED USING PRIVATE STORM DRAIN PIPES. THE PRIV ATE STORM DRAIN SYSTEM WILL BE CONNECTEO TO THE BACK OF THE EXISTING CURB INLET ON THE CORNER OF DIAZ RD & REMINGTON AVENUE. THE PROPOSED CONDITION WILL GENERATE 17.47 C.F.S. C. SUMMARY THE INCREASED RUNOFF FROM THE EXISTING CONDITION TO THE PROPOSED CONDITION IS DUE SOLELY TO INCREASING THE RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL COVER, FROM UNDEVELOPEO TO COMMERCIAL DEVELOPMENT. THE INCREASE OF RUNOFF WILL NOT HAVE ANY NEGATIVE IMP ACT SINCE THE STREET IMPROVEMENTS WERE DESIGN TO HANDLE THE ULTIMATE FLOW FOR THE PROPOSED ZONING. , "!J I I I I i I I i I I I I I I I I I I I I I 2. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA IS AS FOLLOWS: Q = CIA, WHERE: Q= PEAK DISCHARGE IN CUBIC FEET/SECOND * C = RUNOFF COEFFICIENT (DIMENSIONLESS) 1= RAINFALL INTENSITY IN INCHES/HOUR A = TRIBUTARY DRAINAGE AREA IN ACRES *1 ACRE INCHES/HOUR = 1.008 CUBIC FEET/SEC THE INITIAL TIME OF CONCENTRATION WAS DETERMINED USING PLATE D-3, WHERE: Tc= INITIAL TIME OF CONCENTRATION IN MINUTES L = LENGTH OF INITIAL AREA IN FEET H = DIFFERENCE IN ELEVATION BETWEEN ENDS OF INITIAL AREA IN FEET K= DEVELOPMENT FACTOR B. DESIGN CRITERIA - FREQUENCY, 100 YEAR STORM. - LAND USE PER SPECIFIC PLAN AND TENT A TIVE MAP. - RAIN FALL INTENSITY PER RIVERSIDE COUNTY FLOOS CONTROL ANO WATER CONSERVATION OISTRICT HYDROLOGY MANUAL. C. REFERENCES , - COUNTY OF RIVERSIDE 1978, HYOROLOGY MANUAL. r::...., I I I I I I I I I I I I I I I I I I , I I II APPENDIX A (3. HYDROLOGIC CALCULATIONS) ~ I I EXISTING CONDITION HYDROLOGY LEGACY CORPORATE CENTER J.N.OS-OIO I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(e) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 07/27/05 File:05010und.out I ****..... Hydrology Study Control Information .......... English (in-Ib) Units used in input data file I K & S Engineering, San Diego, CA - SIN 868 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 3 I Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaN orca ] area used. 10 year stonn 10 minute intensity ~ 2.360(lnlHr) 10 year stonn 60 minute intensity ~ 0.880(lnlHr) 100 year stonn 10 minute intensity ~ 3.480(lnlHr) 100 year stonn 60 minute intensity ~ 1.300(lnlHr) I I Storm event year = 100.0 Calculated rainfall intensity data: I hour intensity = 1.300(lnlHr) Slope of intensity duration curve;:;;; 0.5500 I +++++++++++++++1 I 1 1 I 1 1++++++++1 1 1 1 1 1 1++++++++++++++++++++++1 1 1 1 1 1 1 1 1++ Process from Point/Station 1.000 to Point/Station 2.000 .... INITIAL AREA EV ALUA TION .... I Initial area flow distance = 605.000(Ft.) Top (of initial area) elevation = 32.200(Ft.) Bottom (of initial area) elevation ~ 26.000(Ft.) Difference in elevation = 6.200(Ft.) Slope ~ 0.01025 s(pereent)= 1.02 TC ~ k(0.530).[(length^3)1(elevation ehange)]^0.2 Initial area time of concentration = 17.173 min. Rainfall intensity = 2.587(1n/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient ~ 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction;:;;; 1.000; Impervious fraction = 0.000 Initial subarea runoff~ 5.412(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = t .000 I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoiRt/Station 1.000 to Point/Station 3.000 .... INITIAL AREA EV ALUA TION .... I Initial area flow distance::; 709.000(Ft.) I (p I I I Top (of initial area) elevation ~ 32.200(Ft.) Bottom (of initial area) elevation = 25.000(Ft.) Difference in elevation ~ 7.200(Ft.) Slope ~ 0.01016 s(pereent)~ 1.02 TC ~ k(0.530)*[(1ength^3)/(elevation ehange)]^O.2 Initial area time of concentration = 18.331 min. Rainfall intensity ~ 2.496(ln/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient ~ 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B ~ 0.000 Decimal fraction soil group C ~ 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) ~ 95.60 Pervious area fraction -= 1.000; Impervious fraction = 0.000 loitial subarea runoff~ 9.492(CFS) Total initial stream area = 4.330(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 6.71 (Ac.) The following figures may be used for a unit hydrograph study of the same area. I I I I I Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 I I I I I I I I I , I I ~ I I PROPOSED CONDITION HYDROLOGY LEGACY CORPORATE CENTER J.N.OS-OIO I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(e) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 05/26/05 File:050IOdev.out I ********* Hydrology Study Control Information ********** English (in-Ib) Units used in input data file I K & S Engineering, San Diego, CA - SIN 868 I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 3 I Standard intensity-duration curves data (Plate 0-4.1) For the [ Murrieta, Trnc,Rnch CaNorco] area used. 10 year storm 10 minute intensity ~ 2.360(InlHr) 10 year storm 60 minute intensity ~ 0.880(lnlHr) 100 year storm 10 minute intensity ~ 3.480(InlHr) 100 year storm 60 minute intensity ~ 1.300(lnlHr) I I Storm event year = 100.0 Calculated rainfall intensity data: I hour intensity ~ 1.300(InlHr) Slope of intensity duration curve ~ 0.5500 I IIIII1111111 rill 11111 11111 lllll 11111 11111 1 r 111++11111111++++++++++++++ Process from Point/Station 1.000 to PoinVStation 2.000 .... INITIAL AREA EV ALUA TION .... I Initial area flow distance = 539.000(Ft.). / Top (of initial area) elevation = 30.020(Ft.) Bottom (of initial area) elevation = 27310(Ft.) Difference in elevation ~ 2.710(Ft.) Slope ~ 0.00503 s(pereentF 0.50 TC ~ k(0.300)'[(length^3)/(e1evation ehange)]^0.2 Initial area time of concentration = 10.702 min. Rainfall intensity ~ 3355(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) ~ 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff~ 2.824(CFS) Total initial stream area = 0.940(Ac.) Pervious area fmction = 0.100 I I I I I +.f-.f.,t, -1-+++ +'1-+ ++++++++++++++++++++++++++++++++++++++++-1-+++ 1-++++ + +-+ -~ + ++-1-++ Process from Poin.tlStation 2.000 to Point/Station 3.000 *H. PIPEFLOW TRA VEL TIME (User specified size) .... I UpSln:Jn1 po lilt/station elevation = 24.920(Ft.) I re I I I Downstream point/station elevation = 22.870(Ft.) Pipe length = 410.40(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe now = 2.824(CFS) Given pipe size = 15.00(ln.) Calculated individual pipe now = 2.824(CFS) Normal now depth in pipe = 8.53(ln.) Flow top width inside pipe = 14.86(ln.) Critical Depth = 8.10(ln.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 1.75 min. Time of concentration (TC) = 12.45 min. I I I ++++++++++++++++++++++++++++++++++++++++++++++1111111+++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 .... SUBAREA FLOW ADDITION .... COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index forsoil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.45 min. Rainfall intensity = 3.087(lnlHr) for a 100.0 year storm Subarea ruooff= 6.687(CFS) for 2.420(Ae.) Total runoff = 9.511 (CFS)Total area = 3.360(Ae.) I I I I +++++++++++++++++++1111111 I 1 1 1 1 1 I 1++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 .... CONFLUENCE OF MINOR STREAMS .... I I Along Main Stream number: I in norma) stream number I Stream flow area = 3.360(Ae.) Runoff from this stream = 9.511(CFS) Time of concentration = 12.45 min. Rainfall intensity = 3.087(InlHr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 4.000 ....INITIAL AREA EVALUATION .... I I Initial area flow distance = 330.400(Ft.)' Top (of initial area) elevation = 30.020(Ft.) Bottom (of initial area) elevation = 28.350(Ft.)/ Difference in elevation = 1.670(Ft.) Slope = 0.00505 s(pereent)= 0.51 TC = k(0.300)'[(length^3)/(eJevation ehange)]^0.2 Initial area time of concentration = . 8.790 min. Rainfall intensity = 3.739(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction liioil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.] 00: Impervious fraction = 0.900 Initial subarea runotT = J.986(CFS) I I I I <\ I I Total initial stream area I 190{Ac.) Pervious area fraction =: 0.100 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRA VEL TIME (User specified size) **** Upstream point/station elevation =: 25.440(Ft.) Downstream point/station elevation =: 24.130(Ft.) Pipe length ~ 261.90(Ft.) Manning's N = 0.013 No. of pipes ~ I Required pipe now ~ 3.986(CFS) Given pipe size ~ 15.00(ln.) Calculated individual pipe now = 3.986(CFS) Normal now depth in pipe = 1O.85(1n.) Flow top width inside pipe ~ 13.42(In.) Critical Depth ~ 9.69(1n.) Pipe now velocity = 4.20(Ft/s) Travel time through pipe =: 1.04 min. Time of concentration (TC) ~ 9.83 min. I I I I ++++++++++++++++-+++++++ I I I I I I '++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 .... SUBAREA FLOW ADDITION .... I I COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A =: 0.000 Decimal fraction soil group B ~ 0.000 Decimal fraction soil group C =: 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction =: 0.900 Time of concentration =: 9.83 min. Rainfall intensity = 3.516(1n/Hr) for a 100.0 year storm Subarea runoff~ 4.691(CFS) for 1.490(Ae.) Total runoff= 8.677(CFS)Total area ~ 2.680(Ae.) I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 24.130(Ft.) Downstream point/station elevation =: 22.870(Ft.)' Pipe length = 252.00(Ft.) Manning's N = 0.013 No. of pipes ~ I Required pipe now ~ 8.677(CFS) Given pipe size = 21.00(ln.) Calculated individual pipe now ~ 8.677(CFS) Normal now depth in pipe ~ 13.88(ln.) Flow top width inside pipe ~ 19.89(ln.) Critical Depth ~ 13.14(ln.) Pipe now velocity ~ 5.14(Ft/s) Travel lime through pipe =: 0.82 min. Time of concentration (Te) =: 10.65 min. I I I I +++++++++++++++++1-++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PointlStation 5.000 to Point/Slatlon 3.000 .... CONFLUENCE OF MINOR STREAMS .... I Along Main Stream number: I in normal stream number 2 I \0 -.---- I I I I I I I I I I I I I I I I I I I Stream flow area = 2.(lSO(Ac.) Runoff from this stream = 8.677(CFS) Time of concentration = 10.65 min. Rainfall intensity = 3.365(lnIHr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 9.511 12.45 3.087 2 8.677 10.65 3.365 Largest stream flow has longer time of concentration Qp= 9.511+sumof Qb Iallb 8.677* 0.918 = 7.962 Qp= 17.473 Total of 2 streams to confluence: Flow rates before confluence point: 9.511 8.677 Area of streams before confluence: 3.360 2.680 Results of confluence: Total flow rate = 17.473(CFS) Time of concentration -= 12.449 min. Effective stream area after confluence = 6.040(Ac.) +++111 I 1 I I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 I \ 1+++++++++1 1 1 1 1 1 1 1+++++++++++1 1 I I 1 111++++++ Process from Point/Station 3.000 to Point/Station 6.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 22.870(Ft.) Downstream point/station elevation = 22.730(Ft.) Pipe length = 25.92(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.473(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 17.473(CFS) Nonnal flow depth in pipe = 21.00(ln.) Flow top width inside pipe = 15.87(1n.) Critical Depth = 18.08(1n.) Pipe flow velocity = 5.99(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (Te) = 12.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 .... PIPEFLOW TRA VEL TIME (User specified size) .... Upstream point/station elevation = 22.730(Ft.) Downstream point/station elevation = 21.000(Ft.) Pipe length = 22.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.473(CFS) Given pipe size = 24.000n.) Calculated indiVidual pipe flow = 17.473(CFS) Normal flow depth in pipe = 8.65(ln.) Flow top width inside pipe = 23.04(ln.) Critical Depth = ....8.08(ln.) Pipe flow velocity =, 17.I3(FI/S) Travel time through pipe = 0.02 min. Tim\: of conccntr,llion (TC) 12.54 min. \\ I I I End of computations, total study area = 6.04 (Ac.) 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