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HomeMy WebLinkAboutCUP 01-22; AVIARA COMMUNITY PARK; DRAINAGE STUDY; 2002-04-18Job No.: 75508 By: NBA Checked: LL I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY FOR AVIARA COMMUNITY PARK CITY OF CARLSBAD, CALIFORNIA CIP 36991 November 21, 2001 (1st Submittal) February 15, 2002 (2 n,Submittal) April 18, 2002 (3rd Submittal) Prepared For: CITY OF CARLSBAD 1635 Faraday Avenue Carlsbad, CA 92008 Prepared By: P&D CONSULTANTS, INC. 401 West "A" Street, Suite 2500 San Diego, CA 92101 (619)232-4466 (619)234-3022 FAX If No. C54320 Exp. 12/31/03 ezl/oz Lisa M. Leweck, P.E. RCE S4320 Registration Expires 03/31/05 I 1 I I I I I I I 1 I I I I TABLE OF CONTENTS Section Introduction Project Description Methodology Hydrology Methodology Hydraulics Methodology Conclusion Figure 1 - Regional Map Figure 2— Vicinity Map Exhibit "A" - Existing Hydrology Map Exhibit "B" - Proposed Hydrology Map P&D Consultants, Inc. P/E/175508/Docs/Hyd/508sdrt2.doc FIGURES MAPS City of Carlsbad Aviara Community Park Drainage Study APPENDICES Appendix 'A' - Existing and Developed Hydrology Calculations Appendix 'B' - Storm Drain Pipes Hydraulics Calculations Appendix 'C' - Detention Basins and Miscellaneous Hydraulics Calculations INTRODUCTION The intent of this Drainage Study is to evaluate the 100-year and 10-year storm event drainage conditions for the Aviara Community Park project, existing and developed. It also refers to the design procedures and calculations of detention facilities required to limit the 10-year, 6-hour postdevelopment flow to equal to or less than the predevelopment flow. (See Appendices A and B for detailed hydrology and detention basin calculations.) PROJECT DESCRIPTION The Aviara Community Park project encompasses approximately 24 acres of undeveloped land in the southwest quadrant of the City of Carlsbad. The site is located north of the intersection of Poinsettia Lane and Ambrosia Lane. The site is adjacent to residential developments on the easterly and southerly boundaries and is bounded by open space on the westerly and northerly boundaries. There is also a Community Business Center to the north of the Park project. See the regional and vicinity maps on the next pages (Figures 1 and 2). The existing drainage basins partially drain to all sides of the site, with the majority of the site flowing to the north. The proposed developments within the Park project consist of sport fields, a picnic area, parking lots, restrooms, a maintenance building, and a community building. The proposed development grading slightly diverts flow from the existing drainage basins. To mitigate the diversion of flow and the amount of postdevelopment flow that exceeds the predeveloped flow, detention facilities are being proposed. Refer to Exhibits "A" and "B" for I P&D Consultants, Inc. City of Carlsbad P/FJI755OS/Docs/Hyd/508sdrt2.doc Aviara Community Park Drainage Study City of Carlsbad Zone 19 Community Park Regional Map no scale ommunitv Park Vicinity Map existing and developed drainage basins and to the Grading Plan (Drawing 393-3A) for the location of the detention basins. III. METHODOLOGY HYDROLOGY METHODOLOGY Detailed hydrology, hydraulics analysis, and detention basin calculations have been prepared for the project in this report (see Appendix A, Appendix B, and Appendix C, respectively). The following is a general description of the hydrology methodology used. A rational method hydrology program was utilized to determine the amounts of runoff. The program, prepared by Bonadiman and Associates, is based on the San Diego County Flood Control Hydrology Manual and consistent with the City of San Diego's criteria. This program has been used on past projects and approved by the City of Carlsbad. The rational hydrology method (Q = C * I * A) has the following components: Determination of Runoff Coefficient Runoff coefficients are dependent on the proposed land use of the basin. Coefficients for this project will be obtained from the City of San Diego Design and Procedure Manual. Soil Type D will be assumed for this project. See Table No. 2 from the City of San Diego Drainage Manual for runoff coefficients. I I P&D Consultants, Inc. City of Carlsbad Aviara Community Park Drainage Study I PlEl175508lDocslHydi508sdrt2.doc I I I I I I I I I I I I I I I I P&D Consultants, Inc. P/Eli 75508/Docs/Hydi508sdrt2.doc City of Carlsbad Aviara Community Park Drainage Study I Determination of Time of Concentration and Intensity Average rainfall intensity, "1", in inches per hour is determined based on a time of concentration (Ta) of the contributing storm. The time of concentration is the time required for storm runoff to flow from the most remote point of a drainage basin to the outlet point (lowest point) under consideration. Determination of Area "A" is the drainage area, or drainage basin, and is determined based on the path the rainfall will take when running downhill. The delineation between basins marks where the runoff will flow in varying directions. All the rain falling within a basin will typically flow to the lowest point of the basin. HYDRAULICS METHODOLOGY Detailed hydraulic calculations have been prepared for this report (see Appendix B). The following is a general description of the hydraulic analysis used. The pipe hydraulics were calculated using a computer program, StormCad for Windows. StormCad for Windows was developed by Haestad Methods, Inc. The program computes and plots uniform and nonuniform steady flow water surface profiles and pressure gradients in open channels or closed conduits. The flow in a system may alternate between supercritical, subcritical, or pressure flow in any sequence. I [ I I I I I [1 I I I I I I I I The computational procedure is based on solving Bernoulli's equation for the total energy at each section and Manning's formula for friction loss between sections in each reach. The open channel flow procedure utilizes the standard step method. Confluence is analyzed using pressure and momentum theories. Hydraulic calculations were performed for all of the storm drain systems 12-inch RCP and greater using the 100-year storm event peak flows. Where the outfall does not appear to be controlled by any existing water surface elevations and the water surface elevation is unknown, free outfall was used in the Hydraulic Calculations. To be conservative in the HGL analysis, the free outfall crown method (where water surface was assumed at the top of pipe) was used. For conservative sizing of the riprap, free outfall normal depth was used to determine the velocity that sized the riprap. The Hydraulic Calculations have been provided in tabular form. The permanent detention basins are sized to limit the post-development flow not to exceed predevelopment flow using Q. The temporary desiltation basins are sized per DS-3. The basins design meet the City of Carlsbad design criteria. I [1 I I I I I I I I I I I I I I I P&D Consultants, Inc. City of Carlsbad Aviara Community Park Drainage Study P/E1175508/Docs/HydI5O8sdrt2.doc RUNOFF COEFFICIENTS (RATIONAL METHOD) LAND USE Undeveloped Residential: Rural Single Family Multi-Units Mobile Homes (2) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient, C Soil Group (1) .50 .35 .40 .45 .30 .35 .40 .43 .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .53 .65 .70 .75 .80 .SS .80 .85 .90 .95 I I I I 1 I I I I I I 1 I I I I I) I NOTES: Obtain soil group from maps on file with the Department of Sanitation and Flood Control. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Cons-,der commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = ..g. x 0.83 = 0.53 APPENDJX !X I I I I I I I I I I I I I I I I I) I N EQIJRT/C,V ra -5,10,010 rC S 71117e 0/ ca17.en1122}/o,7 L Leiiq/h of wale,-.shed • h'' Di/t°e,-ence In e/eva/,rn 3000 elle.-&w g/00e /the (See i4pendi 1-B)- L ,W,/es 6e/ 11,0411-s M,,,ii/ei 2Ow I 210 3. /80 Jo /04W \ 9eo BOO 2--12,0 700 /00 go 80 lee go 3OO - 3 - 20t2 2 4'O \ —340 /00 / 414?IJ 20 \ /8 /ç So \ ID 200e \ /2 \ 3D NOTE FOR NATURAL WATERSHEDS ZO ADD TEN MINUTES TO '000 7 COMPUTED TIME OF CON- L J 800ENTRATION-=_-=.=-.=-_=_= 900 700 • 600 5 /0 S 300 5 200 N 7; SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL aoopnvpr) '3. // .CT1 NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE 1211169 I APPENDIX X-A I 11 Wa/ep.shea' Divide - I I I I I I w /ers/,ec/ Di 'ide Ii Design /,ini' I E//ec/,'e $/ope Line Sf,em I L I ,q-ea ? ,Qre2 5 - I I SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED DATE COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS C7 APPENDIX X-9 I IV. CONCLUSION The rational method was used to calculate the total flow Qioo and Qio at the downstream points for existing and proposed basins. If the developed drainage basins were smaller (in acreage) than the existing drainage basins with similar "C' values, no comparisons of predevelopment and postdevelopment flow were made. Where the developed flow (Q) is larger than the existing flow, detention basins were proposed. Two permanent detention basins are proposed by this project. One detention basin is located north of the baseball field and one is located on the south of the soccer fields. These basins were based on the City of Carlsbad Standard DS-3 (Desiltation Basin). These basins are designed to detain the post-developed flow so that it is equal to or less than the predevelopment flow. Therefore, the proposed development will not have any impact on the existing drainage condition. Flow Base criteria per NPDES regulations are being met as shown in the inlet calculations. Inlets are sized to meet the City of Carlsbad standard. In addition, curb inlets accommodate the Flow Base criteria set forth in the NPDES regulations that used for sizing of fossil filters. P&D Consultants, Inc. City of Carlsbad Aviara Community Park Drainage Study P/Fi17508/Docs/Hyd/508sdrt2 .doc I Appendix A Hydrology Calculation I I 7-0~ I I El Li [1 I 11! I I I I I I I I I I I I I APPENDIX "A" I I I I I INTENSrTYDh USIGN CHART .. iIIiTTJTU]TPT1ITfl .-Hu 1 Directions for Application: .T Equation: I = 7.44 p D 6 1) From precipitation naps determine 6 hr. and 7. I = Intensity (In./Hr.) - 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolon 1- 1fflfl 6 6 Hr, Precipitation (In.) Manual (10, 50 and 100 yr. maps included in t Design and Procedure Manual). rJ 1tPi t[jj.D= Duration (Mm,) I liii IiUUI L I fiti 2) Adjust 6 hr. precipitation (if necessary) so U' IAhiI Ulilil! that it is within the range of 45% to 65% of the 24 hr. precipitation. (tot applicable to Desert) Plot 6 hr. precipitation on the right side of the chart. Draw a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency OO yr. P6 = 2.6 in., P24= 44- p6 = P24 Adjusted *5 _________________in. t = mm. I = in/hr. *Not Applicable to Desert Region .2 IE ' ' I I I ii i illittil ijEIJ1ltlliJ1J_Li 10 15 20 30 40 — — — — — — — — — — — — — — — — — — — COUUTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR6-FU PEcTTJ-1 ,.'lO__, ISOPLtJVIALS OF 100—YEA 6-111QJ PflECcF(TW R'F ETS O 7 A fe LLY )LA(; '.'4 PEACH 45 30 1 30 MWE 15' - SAN CL ki 130 lY 25* 330 / 0 40 A \ V )EL MAR 45 1)) / tr -t' 5O7\\\\[ .). _______ _______ ______ _______ .LCAJON 5t 1)11W ) \\ \\ u ) ) Prepndby C2I7JJ IYTh1 ZT-' (\\\ U.S. DEPARTMEN 1' OF COMMERCE \ NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION SPECIAL STUDIES BRANCH, OFFICE OF II DROLOGY. NATIONAL WEATHER SERVICE SA - rn f ( 0 - - 30' - I____________________ - 20 535 118' 451 30' 15' 117° 115' 30' 15' 1160 - - - - S - - - - - - - - - - - - - COUNTY OF SAN DIEGO- MT OF SANITATION .. 100-YEAR 24-1-10[ fl PRECIPITATION FLOOD CONTROL S 'iO..-'ISOPLtfl!ULS O 100 -YEAR 24-UOtffl PUECIPITATIfflI RI TENTHS OF AN INCH drl 50 CIA 100 COAC 35 LAG MA cl 80 SAGF fit c(_ _ 301 AG SAN CL MEN 00 uu 4.5 : 15' 4 70 ) I 4 1 0.0NA —76 330 70 45 pr 8 80 U.S. DEPARTMEN, I'OF COMMERCE NATION AL OCLA\iCANOAl'.',IOSPIIERIC ADTRATION 044) SPCCIAL. STUDIES UKA'CII, 0 I I ICk OF IIDROLOGY, NATIONAL WEATHER SERVICE SA (i O (i C.. 65 bO 30' 1111° • 30' 1' 1170 I i'' 30' ;r1 I 1 I I [I I I I I 1 I I I El File: 508sdr1 I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual I Rational Hydrology Study Date: 08/01/01 Community-Park-Site-Existing-Hydrology In The City of Carlsbad JN # 175508 File:508HXh.RSD By:NBA ------------------------------------------------------------------------ k**** Hydrology Study Control Information ------------------------------------------------------------------------ P & D Consultants, San Diego, California - SIN 558 ------------------------------------------------------------------------ I Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used English (in) rainfall data used I Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.400 I Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 59.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 1.100 to Point/Station 1.200 INITIAL AREA EVALUATION **** I 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 I [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 I mm. Initial subarea flow distance = 930.000(Ft.) Highest elevation = 328.000(Ft.) I Lowest elevation = 188.000(Ft.) Elevation difference = 140.000(Ft.) TC=[(11.9*0.17613)/(14O.00)].385= 3.13 + 10 mm. = 13.13 mm. Rainfall intensity (I) = 3.676(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 15.053(CFS) Total initial stream area = 9.100(Ac.) Process from Point/Station 1.100 to Point/Station 1.200 I SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 C:\civi1d\508HXh,out I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 13.13 mm. Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.992(CFS) for 0.600(Ac.) Total runoff = 16.045(CFS) Total area = 9.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** I User specified 'C' value of 0.450 given for subarea Time of concentration= 13.13 mm. - Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 I Subarea runoff = 0.331(CFS) for 0.200(Ac.) Total runoff = 16.376(CFS) Total area = 9.90(Ac.) Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time of concentration = 13.13 mm. Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.662(CFS) for 0.400(Ac.) Total runoff = 17.038(CFS) Total area = 10.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 10.300(Ac.) Runoff from this stream = 17.038(CFS) Time of concentration = 13.13 mm. I Rainfall intensity = 3.676(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Br) I l 17.038 13.13 3.676 Qmax(1) 1.000 * 1.000 * 17.038) + = 17.038 I Total of 1 main streams to confluence: Flow rates before confluence point: 17.038 I Maximum flow rates at confluence using above data: 17.038 Area of streams before confluence: C:\civi1d\508HXh.out I I I I I I 2 1 10.300 Results of confluence: ' Total flow rate = 17.038(CFS) Time of concentration = 13.126 mm. Effective stream area after confluence = 10.300 (Ac.) ++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft. ))]".385 *60(min/hr) + 10 mm. I Initial subarea flow distance = 915.000(Ft.) Highest elevation = 328.200(Ft.) Lowest elevation = 190.000(Ft.) I Elevation difference = 138.200(Ft.) TC=[(11.9*0.17333)/(138.20)].385= 3.08 + 10 min. = 13.08 mm. Rainfall intensity (I) = 3.684(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 I Subarea runoff = 7.128(CFS) Total initial stream area = 4.300 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++-++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 **** SUBAREA FLOW ADDITION **** ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 13.08 mm. I Rainfall intensity = 3.684(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 4.476(CFS) for 2.700(Ac.) Total runoff = 11.603(CFS) Total area = 7.00(Ac.) +++++++ ++++++++++++ + + + ++++++++ ++++++ ++++++ + +++++++++ ++++++++++ ++++++++ Process from Point/Station 2.200 to Point/Station 2.200 I **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 7.000(Ac.) Runoff from this stream = 11.603(CFS) Time of concentration = 13.08 mm. I Rainfall intensity = 3.684(In/Hr) Summary of stream data: C:\civi1d\508HXh.out 3 I I I U I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) i11.603 13.08 Qmax(i) = 3.684 1.000 * 1.000 * 11.603) + = 11.603 Total of 1 main streams to confluence: Flow rates before confluence point: 11.603 Maximum flow rates at confluence using 11.603 above data: Area of streams before confluence:- 7.000 Results of confluence: Total flow rate = 11.603(CFS) Time of concenration = 13.083 mm. Effective stream area after confluence = 7.000 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the I natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft.))}".385 *60(min/hr) + 10 mm. I Initial subarea flow distance = 720.000(Ft.) Highest elevation = 328.000(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 52.000(Ft.) I TC[(11.9*0.13643)/( 52.00)]'.385= 3.41 + 10 mm. = 13.41 mm. Rainfall intensity (I) = 3.626(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 3.264(CFS) Total initial stream area = 2.000 (Ac.) I +++++++++++++++++++++++++++++++++++++++++++++•+++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.200 CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.000(Ac.) I . Runoff from this stream = 3.264(CFS) Time of concentration = 13.41 mm. Rainfall intensity = 3.626(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) C:\civi1d\508HXh.out I 4 1 3.264 13.41 3.626 Qmax(1) = 1.000 * 1.000 * 3.264) + = 3.264 Total of 1 main streams to confluence: Flow rates before confluence point: 3.264 Maximum flow rates at confluence using above data: 3.264 Area of streams before confluence: 2.000 Results of confluence: Total flow rate = 3.264(CFS) Time of concentration = 13.405 mm. Effective stream area after confluence = 2.000 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 150.000(Ft.) Highest elevation = 318.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 24.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.25 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [J..8*(1.1_0.5000)*( 150.000".5)/(16.000"(1/3)1= -5.25 Rainfall intensity (I) = 6.639(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.332(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 - Stream flow area = 0.100(Ac.) Runoff from this stream = 0.332(CFS) Time of concentration = 5.25 mm. Rainfall intensity = 6.639(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.332 5.25 6.639 Qmax(1) = 1.000 * 1.000 * 0.332) + = 0.332 Total of 1 main streams to confluence: C:\civi1d\508HXh.out I I I I I I I I I 1 I I I I I 1 I I I 5 6 5.868 1 5.868 12.29 3.835 I Qmax(1) = 1.000 * 1.000 * 5.868) + = I Total of 1 main streams to confluence: Flow rates before confluence point: 5.868 C:\civi1d\508HXh.out I Flow rates before confluence point: 0.332 Maximum flow rates at confluence using above data: 0.332 Area of streams before confluence: 0.100 - Results of confluence: Total flow rate = 0.332(CFS) Time of concentration = 5.249 mm. Effective stream area after confluence = 0.100(Ac.) + +++ +++ ++ + t++++++++++++++++++++ +++++++++++++++++++++++ ++ ++ +++++ ++ + ++++ Process from Point/Station 5.100 to Point/Station 5.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = {1l.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 Initial subarea flow distance = 455.000(Ft.) Highest elevation = 328.800(Ft.) Lowest elevation = 292.000(Ft.) Elevation difference = 36.800(Ft.) TC=[(11.9*0.08623)/( 36.80)]".385= 2.29 + 10 min. = 12.29 mm. Rainfall intensity (I) = 3.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 5.868(CFS) Total initial stream area = 3.400 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.200 to Point/Station 5.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.400 (Ac.) Runoff from this stream 5.868(CFS) Time of concentration = 12.29 mm. Rainfall intensity = 3.835(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CE'S) (mm) (In/Hr) 11 I I I I I I mm. I Ii I I I I ii Maximum flow rates at confluence using above data: 5.868 Area of streams before confluence: 3.400 Results of confluence: Total flow rate = 5.868(CFS) Time of concentration = 12.290 mm. Effective stream area after confluence = 3.400 (Ac.) I ++++++++++++++++++++++++++++++++++-1-+++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.300 INITIAL AREA EVALUATION **** I I ri F1 User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 310.000(Ft.) Highest elevation = 324.900(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 48.900(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.58 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8-(1.1-0.5000)*( 310.000-.5)/(15.774-(l/3)1 = Rainfall intensity (I) = 5.237(In/Hr) for a 100 Effective runoff coefficient used for area (Q=KCIA) is Subarea runoff = 1.047(CFS) Total initial stream area = 0.400 (Ac.) 7.58 0 year storm C = 0.500 I **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.300 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 0.400 (Ac.) Runoff from this stream =- 1.047(CFS) Time of concentration = 7.58 mm. Rainfall intensity = 5.237(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 Process from Point/Station 6.200 to Point/Station 6.300 INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance = 480.000(Ft.) I Highest elevation = 328.500(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 52.500(Ft.) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.55 mm. TC = [1.8* (1.1-C) *distance (Ft. ) ".5) / (% slope" (1/3)1 TC = [1.8*(1.10.4500)*( 480.000".5)/(10.938"(1/3)1= 11.55 I Rainfall intensity (I) = 3.992(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 2.156(CFS) Total initial stream area = 1.200 (Ac.) C:\civi1d\508HXh.out 7 I I +++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++.+ Process from Point/Station 6.200 to Point/Station 6.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 I Stream flow area = 1.200(Ac.) Runoff from this stream = 2.156(CFS) Time of concentration = 11.55 mm. I Rainfall intensity = 3.992(In/Hr) Summary of stream data: I Stream Flow rate TC No. (CFS) (mm) Rainfall Intensity (In/Hr) 1:047 7.58 5.237 I l 2 2.156 11.55 3.992 Qmax(l) = I 1.000 * 1.000 * 1.047) 1.000 * 0.657 * 2.156) + + = 2.463 Qmax(2) = 0.762 * 1.000 * 1.047) + I 1.000 * 1.000 * 2.156) + = 2.954 Total of 2 streams to confluence: Flow rates before confluence point: I 1.047 2.156 Maximum flow rates at confluence using above data: 2.463 2.954 Area of streams before confluence: I 0.400 1.200 Results of confluence: Total flow rate = 2.954(CFS) I Time of concentration = 11.548 mm. Effective stream area after confluence = 1.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.300 to Point/Station 6.300 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 2.954(CFS) Time of concentration = 11.55 mm. Rainfall intensity = 3.992(In/I-Ir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.954 11.55 3.992 Qmax(l) = 1.000 * 1.000 * 2.954) + = 2.954 Total of 1 main streams to confluence: Flow rates before confluence point: 2.954 Maximum flow rates at confluence using above data: C:\civi1d\508HXh.out I I I I I I 8 2-954 I Area of streams before confluence: 1.600 Results of confluence: Total flow rate = 2.954(CFS) Time of concentration = 11.548 mm. Effective stream area after confluence = 1.600 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.200 INITIAL AREA EVALUATION **** I 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 I [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [1l.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 250.000(Ft.) Highest elevation = 328.800(Ft.) I Lowest elevation = 294.000(Ft.) Elevation difference = 34.800(Ft.) TC=[(11.9*0.04733)/( 34.80)]".385= 1.17 +10 mm. = 11.17 mm. I Rainfall intensity (I) = 4.079(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 2.570(CFS) Total initial stream area = 1.400 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.200 to Point/Station 7.200 I CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 1.400 (Ac.) Runoff from this stream = 2.570(CFS) Time of concentration = 11.17 mm. I Rainfall intensity = 4.079(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I l 2.570 11.17 4.079 Qmax(l) = 1.000 * 1.000 * 2.570) + = 2.570 I Total of 1 main streams to confluence: Flow rates before confluence point: 2 .570 I Maximum flow rates at confluence using above data: 2.570 Area of streams before confluence: C:\civi1d\508HXh.out I 9 1.400 I - . Results of confluence: I Total flow rate = 2.570(CFS) Time of concentration = 11.171 mm. Effective stream area after confluence = 1.400 (Ac.) Process from Point/Station 8.100 to Point/Station 8.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)s3)/(elevation change(Ftj)].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 280.000(Ft.) Highest elevation = 328.800(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 26.800(Ft.) TC=[(11.9*0.05303)/( 26.80)]".385= 1.48 + 10 min. = 11.48 mm. Rainfall intensity (I) = 4.008(In/Hr) for a 100.0 year storm Effective runoff coefficient used -for area (Q=KCIA) is C = 0.450 Subarea runoff = 1.443(CFS) Total initial stream area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.200 to Point/Station 8.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.800 (Ac.) Runoff from this stream = 1.443(CFS) Time of concentration = 11.48 mm. Rainfall intensity = 4.008(In/Hr) Summary of stream data: Stream Flow rate - TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.443 11.48 4.008 Qmax(l) = - 1.000 * 1.000 * 1.443) + = 1.443 Total of 1 main streams to confluence: Flow rates before confluence point: 1.443 Maximum flow rates at confluence using above data: 1.443 Area of streams before confluence: 0.800 C:\civi1d\508HXh.out 10 I I I 11' 1 I I I I I 1 I 1 I I I I Results of confluence: Total flow rate = 1.443(CFS) Time of concentration = 11.476 mm. Effective stream area after confluence = 0.800(Ac.) ++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 9.100 to Point/Station 9.200 INITIAL AREA EVALUATION **** I Decimal fraction soil goup A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 I [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [1i.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 320.000(Ft.) Highest elevation = 328.200(Ft.) I Lowest elevation = 315.000(Ft.) Elevation difference = 13.200(F't.) TC=[(11.9*0.06063)/( 13.20)].385= 2.26 + 10 mm. = 12.26 mm. Rainfall intensity (I) = 3.841(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 1.210(CFS) Total initial stream area = 0.700 (Ac.) Process from Point/Station 9.100 to Point/Station 9.200 I SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea I Time of concentration = 12.26 mm. Rainfall intensity = 3.841(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.346(CFS) for 0.200 (Ac.) Total runoff = 1.555(CFS) Total area = 0.90 (Ac.) + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 . Process from Point/Station 9.200 to Point/Station 9.200 **** CONFLUENCE OF MAIN STREAMS **** I :The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.900 (Ac.) Runoff from this stream = 1.555(CFS) I Time of concentration = 12.26 mm. Rainfall intensity = 3.841(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I i 1.555 12.26 3.841 Qmax(i) = C:\civi1d\508HXh.out I I I I I I I I I I I I I 1 I I I I I I 1.000 * 1.000 * 1.555) + = 1.555 Total of 1 main streams to confluence: Flow rates before confluence point: 1.555 Maximum flow rates at confluence using above data: 1 .555 Area of streams before confluence: 0.900 Results of confluence: Total flow rate = 1.555(CFS) Time of concentration = 12.263 mm. Effective stream area after confluence End of computations, total study area = C:\civild\508HXh.out 12 0.900 (Ac.) 27.500 (Ac.) I I I 1 I I I I U I I I U I I I I I I File. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/25/01 ------------------------------------------------------------------------ Community Park Site Proposed Hydrology In The City of Carlsbad JN # 175508 File:508HPH.RSD By:NBA Hydrology Study Control Information ------------------------------------------------------------------------ P & D Consultants, San Diego, California - SIN 558 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: I 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.400 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 59.1% I San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 1.000 to Point/Station 1.100 INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 500.000(Ft.) Highest elevation = 323.000(Ft.) Lowest elevation = 306.000(Ft.) Elevation difference 17.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.35 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.9000)*( 500.000".5)/( 3.400"(1/3)1= 5.35 Rainfall intensity (I) = 6.555(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 18.879(CFS) Total initial stream area = 3.200 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 306.000(Ft.) Downstream point/station elevation = 302.000(Ft.) Pipe length = 460.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.879(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 18.879(CFS) C:\civi1d\508hph.out I I 1 Li 1 I I d I I I I I I ii I I I I Normal flow depth in pipe = 17.72(In.) Flow top width inside pipe = 21.10(In.) Critical Depth = 18.77(In.) ' Pipe flow velocity = 7.59(Ft/s) Travel time through pipe = 1.01 mm. Time of concentration (TC) = 6.36 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 I . CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 I Stream flow area = 3.200 (Ac.) Runoff from this stream = 18.879(CFS) Time of concentration = 6.36 mm. Rainfall intensity = 5.864(In/Hr) ++ ++ + ++ ++ ++++++++++++++++++++++++++++++++ + +++++++ ++++++ ++ +++++ +++++ ++ + Process from Point/Station 1.300 to Point/Station 1.200 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 480.000(Ft.) I Highest elevation = 318.000(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 16.000(Ft.) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 15.84 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] TC= [1.8*(1.1_.0.5000)*( 480.000^.5)/( 3.333'(1/3)]= 15.84 I Rainfall intensity (I) = 3.256(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 4.559(CFS) Total initial stream area = 2.800 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.200 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 I Stream flow area = . 2.800(Ac.) Runoff from this stream = 4.559(CFS) Time of concentration = 15.84 mm. I Rainfall intensity = 3.256(In/I-Ir) Summary of stream data: Stream Flow rate TC Rainfall Intensity I No. (CFS) (mm) (In/Hr) I l 18.879 6.36 5.864 2 4.559 15.84 3.256 Qmax(1) = 1.000 * 1.000 * 18.879) + I 1.000 * 0.402 * 4559) + = 20.710 Qmax(2) = 0.555 * 1.000 * 18.879) + 1.000 * 1.000 * 4.559) + = 15.042 C:\civi1d\508hph.out . 2 Total of 2 streams to confluence: Flow rates before confluence point: 18.879 4.5.59 Maximum flow rates at confluence using above data: 20.710 15.042 Area of streams before confluence: 3.200 2.800 Results of confluence: Total flow rate = 20.710(CFS) Time of concentration = . 6.363 mm. Effective stream area after confluence = 6.000(Ac.) I Process from Point/Station 1.200 to Point/Station 1.400 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 302.000(Ft.) Downstream point/station elevation = 188.000(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.710(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 20.710(CFS) Normal flow depth in pipe = 8.04(In.) Flow top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe flow velocity = 30.91(Ft/s) Travel time through pipe = 0.19 mm. Time of concentration (TC) = 6.55 mm. + ++ +++++++++++++ +++++ ++++++++ ++ + ++++ ++++++++++++++++++ + ++ + + +++++++++++ Process from Point/Station 1.400 to Point/Station 3.200 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = .000(Ac.) Runoff from this stream = 20.710(CFS) Time of concentration = 6.55 mm. Rainfall intensity = 5.754(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 488.000(Ft.) Highest elevation 304.000(Ft.) Lowest elevation = 298.000(Ft.) Elevation difference = 6.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.42 min. TC = {1.8*(1.1_C)*distance(Ft.).5)/(% slope "(l/3)] TC= [1.8*(1.1_0.9000)*( 488.000".5)/( 1.230"(l/3)]= 7.42 Rainfall intensity (I) = 5.309(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 7.645(CFS) C:\civi1d\508hph.out . 3 I 1 Li I I I I I L I I 1 I I I Total initial stream area = 1.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 298.000(Ft.) Downstream point/station elevation = 291.000(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.645(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 7.645(CFS) Normal flow depth in pipe = 10.82(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 12.85(In.) Pipe flow velocity = 6.89(Ft/s) Travel time through pipe = 1.45 mm. Time of concentration (TC) = 8.87 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 CONFLUENCE OF MINOR STREAMS I 1 Along Main Stream number: Stream flow area = 1. Runoff from this stream = Time of concentration = Rainfall intensity = 4 2 in normal stream number 1 600(Ac.) 7.645(CFS) 8.87 mm. .731(In/Hr) Process from Point/Station 2.300 to Point/Station 2.200 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 960.000(Ft.) Highest elevation = 309.000(Ft.) Lowest elevation = 291.000(Ft.) Elevation difference = 18.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 27.14 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)J TC= [1.8*(1.1_0.5000)*( 960.000'.5)/( 1.875'(1/3)1= 27.14 Rainfall intensity (I) = 2.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 2.186(CFS) Total initial stream area = 1.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ Process from Point/Station 2.250 to Point/Station 2.200 SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea Time of concentration = 27.14 mm. Rainfall intensity = 2.301(In/Rr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.575(CFS) for 0.500(Ac.) Total runoff = 2.761(CFS) Total area = 2.40(Ac.) C:\civi1d\508hph.out 4 I 1 LII I I I 1 I I I I I I I I I I I Process from Point/Station 2.300 to Point/Station 2.200 I CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 I Stream flow area = 2.400(Ac.) Runoff from this stream = 2.761(CFS) Time of concentration = 27.14 mm. Rainfall intensity = 2.301(In/Rr) I Summary of stream data: Stream Flow rate TC Rainfall Intensity I No. (CFS) (mm) (In/Er) 1 7.645 8.87 4.731 l 2 2.761 27.14 2.301 Qmax(1) = 1.000 * 1.000 * 7.645) + I 1.000 * 0.327 * 2.761) + = 8.548 Qmax(2) = 0.486 * 1.000 * 7.645) + 1 1.000 * 1.000 * 2.761) + = 6.479 Total of 2 streams to confluence: Flow rates before confluence point: 7.645 2.761 I Maximum flow rates at confluence using above data: 8.548 6.479 I Area of streams before confluence: 1.600 2.400 Results of confluence: Total flow rate = 8.548(CFS) Time of concentration = 8.875 mm. I Effective stream area after confluence = 4.000 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.400 kk PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 291.000(Ft.) Downstream point/station elevation = 188.000(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.013 I No. of pipes = 1 Required pipe flow = 8.548(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 8.548(CFS) I Normal flow depth in pipe = 6.56(In.) Flow top width inside pipe = 8.00(In.) Critical depth could not be calculated. Pipe flow velocity = 24.76(Ft/s) Travel time through pipe = 0.20 mm. I Time of concentration (TC) = 9.08 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS **** I C:\civi1d\508hph.out 5 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.000(Ac.) Runoff from this stream = 8.548(CFS) Time of concentration = 9.08 mm. Rainfall intensity = 4.663(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 3.000 to Point/Station 3.100 INITIAL AREA EVALUATION **** I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 110.000(Ft.) Highest elevation = 304.000(Ft.) Lowest elevation = 250.000(Ft.) Elevation difference = 54.000(Ft.) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.09 mm. I TC=[1.8*(1.1_C)*djstance(Ft.).5)/(%slope(1/3)] TC = [1.8*(1.1.0.5000)*( 110.000".5)/( 49.091'(1/3)1= 3.09 Setting time of concentration- to 5 minutes Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 I Subarea runoff = 5.138(CFS) - Total initial stream area = 1.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel - Upstream point elevation = 250.000(Ft.) Downstream point elevation = 188.000(Ft.) Channel length thru subarea = 400.000(Ft.) Channel base width = 1.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or '-Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 7.535(CFS) Manning's 'N' = 0.005 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 7.535(CFS) Pressure flow condition in covered channel: Wetted perimeter = 3.85(Ft.) Flow area = 0.17 (Sq.Ft) Hydraulic grade line required at box inlet = 27314.957(Ft.) Friction loss = 27331.194(Ft.) Minor Friction loss = 45.763(Ft.) K-Factor = 1.500 Flow Velocity = 44.33(Ft/s) - Travel time = 0.15 mm. Time of concentration = 5.15 mm. Adding area flow to channel 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Rainfall intensity = 6.721(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff ,= 4.234(CFS)- for 1.400 (Ac.) I I I I I i I I I C:\civild\508hph.out 6 I Total runoff = 9.372(CFS) Total area = 2.90(Ac.) I Process from Point/Station 3.100 to Point/Station 3.200 kk SUBAREA FLOW ADDITION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 5.15 mm. Rainfall intensity = 6.721(In/Hr) for a 100.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 1.815(CFS) for 0.600(Ac.) Total runoff = 11.186(CFS) Total area = 3.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 I **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea I Time of concentration = 5.15 mm. Rainfall intensity = 6.721(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 1.210(CFS) for 0.400(Ac.) Total runoff = 12.396(CFS) Total area = 3.90(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +-+ + + + + + + + + + + + I Process from -Point/Station 3.100 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.900 (Ac.) Runoff from this stream = 12.396(CFS) I Time of concentration = 5.15 mm. Rainfall intensity = 6.721(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Fir) 1 1 20.710 6.55 5.754 2 8.548 9.08 4.663 3 12.396 5.15 6.721 I Qmax(l) = 1.000 * 1.000 * 20.710) + 1.000 * 0.722 * 8.548) + I 0.856 * 1.000 * 12.396) + = 37.494 Qmax(2) = 0.810 * 1.000 * 20.710) + 1.000 * 1.000 * 8.548) + I 0.694 * 1.000 * 12.396) + = 33.931 Qmax(3) = 1.000 * 0.786 * 20.710) + 1.000 * 0.567 * 8.548) + C:\civi1d\508hph.out I 7 1 1.000 * 1. 000 * 12.396) + = 33.527 Total of 3 main streams to confluence: I Flow rates before confluence point: 20.710 8.548 12.396 Maximum flow rates at confluence using above data: I 37.494 33.931 33.527 Area of streams before confluence: 6.000 4.000 3.900 I Results of confluence: Total flow rate = 37.494(CFS) Time of concentration = 6.552 mm. Effective stream area after confluence = 13.900 (Ac.) I Process from Point/Station 5.000 to Point/Station 5.100 INITIAL AREA EVALUATION **** I-. I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C =.0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A.) I TC = (11.9*length(Mi)A3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 750.000(Ft.) I Highest elevation = 324.000(Ft.) Lowest elevation = 190.000(Ft.) Elevation difference = 134.000(Ft.) TC=[(11.9*0.1420'3)/(134.00)].385= 2.48 + 10 min. = 12.48 mm. I Rainfall intensity (I) = 3.798(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 3.418(CFS) Total initial stream area = -2.000 (Ac.) I - +++++++++++++++++++++++++++ + ++ + +++++++ ++++++++ +++++++++++ + + ++ +++++++++ I Process from Point/Station 5.200 to Point/Station 5.100 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea I Time of concentration = 12.48 mm. Rainfall intensity = 3.798(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 I Subarea runoff = 1.709(CFS) for 0....900 (Ac.) Total runoff = 5.127(CFS) Total area = 2.90(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.100 **** SUBAREA FLOW ADDITION **** I 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 C:\civild\508hph.out . 8 I (RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 12.48 mm. Rainfall intensity = 3.798(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 4.614(CFS) for 2.700(Ac.) Total runoff = 9.741(CFS) Total area = 5.60(Ac.) Process from Point/Station 6.000 to Point/Station 6.100 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 14.000(Ft.) Highest elevation = 300.000(Ft.) Lowest elevation = 293.000(Ft.) Elevation difference = 7.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.10 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope (1/3)] TC = [1.8*(1.1_0.5000)*( 14.000".5)/( 50.000"(1/3)]= 1.10 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 1.028(CFS) Total initial stream area = 0.300 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 293.000(Ft.) Downstream point elevation = 280.000(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 1.370(CFS) Manning's 'N' = 0.005 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.370(CFS) Depth of flow = 0.170(Ft.), Average velocity = 12.025(Ft/s) Channel flow top width = 0.840(Ft.) Flow Velocity = 12.02(Ft/s) Travel time = 0.62 mm. Time of concentration = 5.62 mm. Critical depth = 0.453(Ft.) Adding area flow to channel User specified 'C' value of 0.500 given for subarea Rainfall intensity = 6.350(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.635(CFS) for 0.200(Ac.) Total runoff = 1.663(CFS) Total area = 0.50(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +_+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 4.000 to Point/Station 4.100 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea I I I I I 1 1 ~7 I I I I I [ii 1 I I C:\civi1d\508hph.out 9 Initial subarea flow distance = 200.000(Ft.) Highest elevation = 313.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 4.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.12 min. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1.0.5000)*( 200.000".5)I( 2.000(1/3)1= 12.12 Rainfall intensity (I) = 3.869(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 4.256(CFS) Total initial stream area = 2.200 (Ac.) ++++++ + + + + ++ +++++++++++++++++ +++++++ ++ +++ +++++++ ++++++++ +++++ +++ +++ Process from Point/Station 4.100 to Point/Station 4.300 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 309.000(Ft.) Downstream point/station elevation = 294.000(Ft.) Pipe length •= 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.256(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.256(CFS) Normal flow depth in pipe = 6.82(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 10.42(In.) Pipe flow velocity = 9.24(Ft/s) Travel time through pipe = 0.72 mm. Time of concentration (TC) = 12.84 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 **** CONFLUENCE OF MINOR STREAMS kk I Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 4.256(CFS) I Time of concentration = 12.84 mm. Rainfall intensity = 3.728(In/I-Ir) I + ++ + +++++++ + +++++++++++++++++++++ ++++++ + + ++++++++++-f--- ++ Process from Point/Station 4.M0 to Point/Station 4.300 **** INITIAL AREA EVALUATION **** I I I I User specified 'C' value of 0.700 given for subarea Initial subarea flow distance = 200.000(Ft.) Highest elevation = 306.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 12.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.60 mm. TC = {1.8*(1.1_C)*distance(Ftj.5)/(% slope"(1/3 TC = [1.8*(1.1_0.7000)*( 200.000".5)/( 6.000(1/3)1= Rainfall intensity (I) = 6.365(In/Hr) for a 100 Effective runoff coefficient used for area (Q=KCIA) is Subarea runoff = 1.337(CFS) Total initial stream area = 0.300 (Ac.) 5.60 0 year storm C = 0.700 C:\civi1d\508hph.out 10 I I I 1 1 I I 'V . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.f00 to Point/Station 4.300 I CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 I Stream flow area = 0.300(Ac.) Runoff from this stream = 1.337(CFS) Time of concentration = 5.60 mm. Rainfall intensity = 6.365(In/Hr) 1 +++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++ I Process from Point/Station 400 to Point/Station 4.300 INITIAL AREA EVALUATION **** User specified !CP value of 0.900 given for subarea ' Initial subarea flow distance = 100.000(Ft.) Highest elevation = 306.000(Ft.) Lowest elevation = 294.000(Ft.) I Elevation difference = 12.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.57 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] I TO = [1.8*(1.1_0.9000)*( 100.000".5)/( 12.000"(1/3)1= 1.57 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 I Subarea runoff = 1.850(CFS) Total initial stream area = 0.300 (Ac.) I Process from Point/Station 4.?00 to Point/Station 4.300 CONFLUENCE OF MINOR STREAMS Along Main Stream number:1 in normal stream number 3 Stream flow area = 0.300 (Ac.) Runoff from this stream = 1.850(CFS) Time of concentration = 5.00 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (mm) (In/Er) 1 4.256 . 12.84 3.728 2 1.337 5.60 6.365 3 1.850 5.00 6.850 Qmax(1) = 1.000 * 1.000 * 4.256) + 0.586 * 1.000 * 1.337) + 0.544 * 1.000 * 1.850) + = 6.045 Qmax(2) = 1.000 * 0.436 * 4.256) + 1.000 * 1.000 * 1.337) + 0.929 * 1.000 * 1.850) + = 4.912 Qmax(3) = 1.000 * 0.389 * 4.256) + 1.000 * 0.892 * 1.337) + C:\civi1d\508hph.out 11 I I I I I I I I 1 1.000 * 1.000 * 1.850) + = 4.699 Total of 3 streams to confluence: I Flow rates before confluence point: - 4.256 1.337 1.850 Maximum flow rates at confluence using above data: 6.045 4.912 4.699 I Area of streams before confluence: 2.200 0.300 0.300 Results of confluence: Total flow rate = 6.045(CFS) - I Time of concentration = 12.844 mm. Effective stream area after confluence = 2.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 I PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 294.000(Ft.) Downstream point/station elevation = 276.000(Ft.) I Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.045(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.045(CFS) I Normal flow depth in pipe = 8.26(In.) Flow top width inside pipe = 11.11(In.) Critical depth could not be calculated. I Pipe flow velocity = 10.48(Ft/s) Travel time through pipe = 0.67 mm. Time of concentration (TC) = 13.51 mm. ++++++ +++ + ++++++ + ++++ ++ + +++++++++++ +++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 I CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 I Stream flow area = 2.800 (Ac.) Runoff from this stream = 6.045(CFS) Time of concentration = 13.51 mm. Rainfall intensity = 3.608 (In/Er) I Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.400 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 200.000(Ft.) Highest elevation = 313.000(Ft.) Lowest elevation = 309.000(Ft.) I ) Elevation difference = 4.000(Ft.) \ -' Time of concentration calculated by tIe lj-rhan...7 - c\L- \\ areas overland flow method (App X-C) 12.12 min.J TC = [1.8*(1.1_C)*distance(FtjA.5)/(% siope,7l73Tj TC= [1.8*(l.1_0.5000)*( 200.000".5)/( 2.000(1/3)]= 12.12 - Rainfall intensity (I) = 3.869(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 11 C:\civi1d\508hph.out 12 I I I I Subarea runoff = 4.450(CFS) Total initial stream area = 2.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.500 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 309.000(Ft.) Downstream point/station elevation = 276.000(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.450(CFS) Nearest computed pipe diameter = 9.00(In.) Calculatedindividual pipe flow = 4.450(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 7.60(In.) Critical depth could not be calculated. Pipe flow velocity = 12.23(Ft/s) Travel time through pipe = 0.55 mm. Time of concentration (TC) = 12.67 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.500 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 4.450(CFS) Time of concentration = 12.67 mm. Rainfall intensity = 3.761(In/Hr) Program is now starting with Main Stream No. 3 +++1-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..++ Process from Point/Station 4.600 to Point/Station 4.500 **** INITIAL AREA EVALUATION **** I I I I I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 100.000(Ft.) Highest elevation = 312.000(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 36.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.27 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3) I TC = [1.8*(1.1_0.5000)*( 100.000".5)/( 36.000"(1/3)1= Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.850(In/Hr) for a 100 Effective runoff coefficient used for area (Q=KCIA) is Subarea runoff = 0.343(CFS) Total initial stream area = 0.100 (Ac.) 3.27 0 year storm C = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 289.000(Ft.) End of street segment elevation 276.000(Ft.) C:\civi1d\508hph.out 13 I I I I I I L I I I I [1 [7 1 I Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.050 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width .= 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0240 Manning's N from gutter to grade break = 0.0240 Manning'sN from grade break to crown = 0.0240 Estimated mean flow rate at midpoint of street = 0.856(CFS) Depth of flow = 0.210(Ft.), Average velocity = 2..133(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 5.746(Ft.) Flow velocity = 2.13(Ft/s) Travel time = 2.34 min. TC = 7.34 mm. Adding area flow to street User specified 'C' value of 0.500 given for subarea Rainfall intensity = 5.346(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.802(CFS) for 0.300(Ac.) Total runoff = 1.144(CFS) Total area = 0.40 (Ac.) Street flow at end of street = 1.144(CFS) Half street flow at end of street = 1.144(CFS) Depth of flow = 0.227 (Ft.), Average velocity = 2.271(Ft/s) Flow width (from curb towards crown)= 6.577(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea Time of concentration = 7.34 mm. Rainfall intensity = 5.346(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 1.604(CFS) for 0.600(Ac.) Total runoff = 2.748(CFS) Total area = 1.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.000 (Ac.) Runoff from this stream = 2.748(CFS) Time of concentration = 7.34 mm. Rainfall intensity = 5.346(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Br) I 1 6.045 13.51 3.608 C:\civi1d\508hph.out 14 I I I I I I I I fl I [1 I I I I I I 2 4.450 12, 67 3.761 3 2.748 7.34 5.346 Qmax(1) = I 1.000 * 1.000 * 6.045) + 0.959 * 1.000 * 4.450) + 0.675 * 1.000 * 2.748) + = 12.168 Qmax(2) = I 1.000 * 0.938 * 6.045) + 1.000 * 1.000 * 4.450) + 0.704 * 1.000 * 2.748) + = 12.051 I Qmax(3) = 1.000 * 0.544 * 6.045) + 1.000 * 0.580 * 4.450) + I 1.000 * 1.000 * 2.748) + = 8.614 Total of 3 mainstreams to confluence: Flow rates before confluence point: 6.045 - 4.450 2.748 I Maximum flow rates at confluence using above data: 12.168 12.051 8.614 Area of streams before confluence: I 2.800 2.300 1.000 Results of confluence: I Total flow rate = 12.168(CFS) Time of concentration = 13.512 mm. Effective stream area after confluence = 6.100(Ac.) I End of computations, total study area = 26.100 (Ac.) I I I I I I I 15 - - - - - - INTENSTY01A DESIGN. CH, flU , , , i I. .&.L-LJJ:Fi I.fl LI1'fl 44 P6 D -.645 tensity (n./Hr.) - Kr, Precipitation (In.) ration (Mm.) _______ • rD 5.5 r n 0 Z.0 4.5 4.0 -. 3,5 o '4 '3 (0 3.0 2.5 2.0 I 1.5 1.0 - - - - - - - - RT Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydroloj. Manual (10, 50 and 100 yr. maps included in t Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not tipplicable to Desert) Plot 6 hr. precipitation on the right side of the chart. Draw a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency IOyr. P6 = .7 in., P 242 * = P24 Adjusted *5 __________________in. t= min. I = in/hr. *Not Applicable to Desert Region 10 15 20 30 40 50 1 2 3 4 5 6 — Mae — — — .- — — — — — — — — — — — — COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION C. FLOOD CONTROL 451 10-YEAR 6-HOU9 PRECIPI TATIMI '-16---- SPLUVhLSOF iO-YErw G-MJ1 '.. .flql PFECIPlT!TIO! -Iii TENTHS OF AN INCH' Ss S - - 30' 15' 330 45 1 U.S. DEPARm1 NATIONAL OCEANIC AND Al SPECIAL STUDIES DRANCIj OFFICE OF I 30' 118° 451 30' 15' 117° 1+5' 30' 15' 1160 IT))P!IflTY vi.r mew — — — mom — I- — In — — allege On No — COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & IA Vrri FLOOD CONTROL 10-YEAR 24-1-1 0LIR R ECIPITATION '20-.'IS0PLUVIALS )F 10-YER 24-HOUR PRECIPITATION RI TENTHS OF Ai RC1 60 0 40 Ar) uU 301 . - - SAN CL M ENTE 2. III U, 60 '5': 20 25 C_{ o Lc\'le cl DEL MAII DELMAII 5 o. Rio T2) T ( 1 U f, 3 70 50, 45- 10. YSII Iff 1 I 1 I I 15' 1170 115' 30' 15' 1160 33. 45' Prep red by U.S. DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND AT .IOSI'IIF.RIC ADMINISTRATION SPECIAL STUDIES BRANCH. OFFICE OF I rDROLOGY, NATIONAL WEATHER SE R V I C E 30' I. 1180 451 30' [1 I I I I I I L I I I I I I Q(1O) Existin $ I I File: 508sdrt I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-1999 Version 6.1 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Hydrology Study Date: 08/01/01 I Community Park Site Existing Hydrology In The City of Carlsbad JN # 175508 File:508HXt.RSD By:NBA ------------------------------------------------------------------------- Hydrology Study Control Information P & D Consultants, San Diego, California - SIN 558 I ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used English (in) rainfall data used I Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 I 24 hour precipitation(inches) = 2.900 Adjusted 6 hour precipitation (inches) = 1.700 P6/P24 = 58.6% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 1.100 to Point/Station 1.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 930.000(Ft.) Highest elevation = 328.000(Ft.) Lowest elevation = 188.000(Ft.) Elevation difference = 140.000(Ft.) TC=[(ll.9*0.l7613)/(l40.00)].385= 3.13 + 10 mm. = 13.13 mm. Rainfall intensity (I) = 2.403(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 9.842(CFS) Total initial stream area = 9.100 (Ac.) ++++++ +++++ + ++++++++++ ++++++++++ + +++++ + ++++++ ++ + + +++ ++ +++++++ +++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 C:\civi1d\508HXT.out Li I I I Li I 11 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] I Time of concentration = 13.13 mm. Rainfall intensity = 2.403(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.649(CFS) for 0.600(Ac.) I Total runoff = 10.491(CFS) Total area = 9.70(Ac.) I + + + + + + + + + + + + + + + + + + + + + + + + .............................................. Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** I User specified 'C' value of 0.450 given for subarea Time of concentration = 13.13 mm. Rainfall intensity = 2.403(In/Hr) for a 10.0 year storm I Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.216(CFS) for 0.200(Ac.) Total runoff = 10.707(CFS) Total area = 9.90(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 I **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time of concentration = 13.13 mm. I Rainfall intensity = 2.403(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.433(CFS) for 0.400(Ac.) Total runoff = 11.140(CFS) Total area = 10.30 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 1.200 to Point/Station 1.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 10.300 (Ac.) Runoff from this stream = 11.140(CFS) I Time of concentration = 13.13 mm. Rainfall intensity = 2.403(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I l 11.140 13.13 2.403 Qmax(1) 1.000 * 1.000 * 11.140) + = 11.140 I Total of 1 main streams to confluence: Flow rates before confluence point: 11.140 I Maximum flow rates at confluence using above data: 11.140 Area of streams before confluence: C:\civi1d\508HXT.out I 2 i 10.300 Results of confluence: I Total flow rate = 11.140(CFS) Time of concentration = 13.126 mm. Effective stream area after confluence = 10.300 (Ac.) I I I I mm. I I. I I I I I I ++++ ++++ + + + + ++++++++++++ +++ +++ ++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 Initial subarea flow distance = 915.000(Ft.) Highest elevation = 328.200(Ft.) Lowest elevation = 190.000(Ft.) Elevation difference = 138.200(Ft.) TC=[(11.9*0.17333)/(138.20)].385= 3.08 + 10 min. = 13.08 mm. Rainfall intensity (I) = 2.409(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 4.660(CFS) Total initial stream area = 4.300 (Ac.) Process from Point/Station 2.100 to Point/Station 2.200 **** SUBAREA FLOW ADDITION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 13.08 mm. Rainfall intensity = 2.409(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 2.926(CFS) for 2.700(Ac.) Total runoff = 7.587(CFS) Total area = 7.00(Ac.) +++++++.+++++++++++++++++++-1-++.+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 7.000 (Ac.) Runoff from this stream = 7.587(CFS) Time of concentration = 13.08 mm. I Rainfall intensity = 2.409(In/Hr) Summary of stream data: C:\civi1d\508HXT.out LI 3 Stream Flow rate TC No. (CFS) (mm) 1 7.587 13.08 Qmax(l) = 1.000 * 1.000 * Rainfall Intensity (In/Hr) 2.409 7.587) + = 7.587 I I Total of 1 main streams to confluence: Flow rates before confluence point: 7.587 Maximum flow rates at confluence using above data: 7.587 Area of streams before confluence: 7.000 Results of confluence: Total flow rate = 7.587(CFS) Time of concentration = 13.083 mm. Effective stream area after confluence = 7. 000 (Ac +++++++++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 INITIAL AREA EVALUATION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [l1.9*length(Mi)3)/(elevation change(Ft.))]A.385 *60(min/hr) + 10 mm. Initial subarea flow distance = 720.000(Ft.) Highest elevation = 328.000(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 52.000(Ft.) TC=[(11.9*0.13643)/( 52.00)]".385= 3.41 + 10 mm. = 13.41 mm. Rainfall intensity (I) = 2.371(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 2.134(CFS) Total initial stream area = 2.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS kkk The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.000 (Ac.) Runoff from this stream = 2.134(CFS) Time of concentration = 13.41 mm. Rainfall intensity = 2.371(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) C:\civi1d\508HXT.out 4 I I I I I I I 11 U I I I I I 11 1 2.134 13.41 2.371 Qmax(1) = I 1.000 * 1.000 * 2.134) + = 2.134 Total of 1 main streams to confluence: I Flow rates before confluence point: 2.134 Maximum flow rates at confluence using above data: 2.134 I Area of streams before confluence: 2.000 I Results of confluence: Total flow rate = 2.134(CFS) Time of concentration = 13.405 mm. Effective stream area after confluence = 2.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 4.100 to Point/Station 4.200 INITIAL AREA EVALUATION **** I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 150.000(Ft.) Highest elevation = 318.000(Ft.) Lowest elevation = 294.000(Ft.) I Elevation difference = 24.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.25 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)J I TC = [1.8*(1.1.0.5000)*( 150.000.5)/(16.000(1/3)J= 5.25 Rainfall intensity (I) = 4.341(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 I Subarea runoff = 0.217(CFS) Total initial stream area = 0.100 (Ac.) I Process from Point/Station 4.200 to Point/Station 4.200 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.100(Ac.) I Runoff from this stream = 0.217(CFS) Time of concentration = 5.25 mm. Rainfall intensity = 4.341(In/Hr) I Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.217 5.25 4.341 Qmax(1) = 1 1.000 * 1.000 * 0.217) + = 0.217 Total of 1 main streams to confluence: C:\civi1d\508HXT.out I I Flow rates before confluence point: 0.217 Maximum flow rates at confluence using above data: 0.217 I Area of streams before confluence: 0.100 Results of confluence: Total flow rate = 0.217(CFS) Time of concentration = 5.249 mm. Effective stream area after confluence = 0.100(Ac.) I - Process from Point/Station 5.100 to Point/Station 5.200 INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 455.000(Ft.) Highest elevation = 328.800(Ft.) I Lowest elevation = 292.000(Ft.) Elevation difference = 36.800(Ft.) TC=[(11.9*0.08623)/( 36.80)]'.385= 2.29 + 10 mm. = 12.29 mm. I Rainfall intensity (I) = 2.508(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 3.837(CFS) Total initial stream area = 3.400 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 5.200 to Point/Station 5.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 3.400(Ac.) Runoff from this stream = 3.837(CFS) I Time of concentration = 12.29 mm. Rainfall intensity = 2.508(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I l 3.837 12.29 2.508 Qmax(l) = 1.000 * 1.000 * 3.837) + = 3.837 I Total of 1 main streams to confluence: Flow rates before confluence point: 3.837 I C:\civi1d\508HXT.out I 6 Maximum flow rates at confluence using above data: I 3.837 Area of streams before confluence: 3.400 I Results of confluence: I Total flow rate = 3.837(CFS) Time of concentration = 12.290 mm. Effective stream area after confluence = 3.400 (Ac.) I ++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.300 **** INITIAL AREA EVALUATION I User 'C' specified value of 0.500 given for subarea Initial subarea flow distance = 310.000(Ft.) Highest elevation = 324.900(Ft.) I Lowest elevation = 276.000.(Ft.) Elevation difference = 48.900(Ft.) Time of concentration calculated by the urban I areas overland flow method (App X-C) = 7.58 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)J TC= [1.8*(1.1_0.5000)*( 310.000".5)/(15.774"(1/3)]= 7.58 Rainfall intensity (I) = 3.424(In/Hr) for a 10.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.685(CFS) Total initial stream area = 0.400 (Ac.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 6.100 to Point/Station 6.300 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.400(Ac.) I Runoff from this stream = 0.685(CFS) Time of concentration = 7.58 mm. Rainfall intensity = 3.424(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 6.300 I INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea I Initial subarea flow distance = 480.000(Ft.). Highest elevation = 328.500(Ft.) Lowest elevation = 276.000(Ft.) I Elevation difference = 52.500(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.55 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] I TC= [1.8*(1.1_0.4500)*( 480.000".5)/(10.938"(1/3)1= 11.55 Rainfall intensity (I) = 2.610(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 I .Subarea runoff = 1.410(CFS) Total initial stream area = 1.200(Ac.) ii Process from Point/Station 6.200 to Point/Station 6.300 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.200(Ac.) Runoff from this stream = 1.410(CFS) Time of concentration = 11.55 mm. Rainfall intensity = 2.610(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.685 7.58 3.424 2 1.410 11.55 2.610 Qmax(l) = 1.000 * 1.000 * 0.685) + 1.000 * 0.657 * 1.410) + = 1.610 Qmax(2) = 0.762 * 1.000 * 0.685) + 1.000 * 1.000 * 1.410) + = 1.932 Total of 2 streams to confluence: Flow rates before confluence point: 0.685 1.410 Maximum flow rates at confluence using above data: 1.610 1.932 Area of streams before confluence: 0.400 1.200 Results of confluence: Total flow rate = 1.932(CFS) Time of concentration = 11.548 mm. Effective stream area after confluence = 1.600(Ac.) Process from Point/Station 6.300 to Point/Station 6.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 1.932(CFS) Time of concentration = 11.55 mm. Rainfall intensity = 2.610(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.932 11.55 2.610 Qmax(1) = 1.000 * 1.000 * 1.932) + = 1.932 Total of 1 main streams to confluence: Flow rates before confluence point: 1 .932 Maximum flow rates at confluence using above data: C:\civi1d\508HXT.out I I I I I I El Ii I I 'Ii U I I I I I I I 8 1 1.932 Area of streams before confluence: 1.600 Results of confluence: Total flow rate = 1.932(CFS) Time of concentration = 11.548 mm. Effective stream area after confluence = 1.600 (Ac.) I +++++++++++++++*++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.200 kk INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 250.000(Ft.) I Highest elevation = 328.800(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 34.800(Ft.) TC=[(11.9*0.04733)/( 34.80)]".385= 1.17 + 10 min. = 11.17 mm. I Rainfall intensity (I) = 2.667(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 1.680(CFS) Total initial stream area = 1.400(Ac.) I +-1-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 7.200-to Point/Station 7.200 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 1.400(Ac.) Runoff from this stream = 1.680(CFS) I Time of concentration = 11.17 mm. Rainfall intensity = 2.667(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I l 1.680 11.17 - 2.667 Qmax(1) = 1.000 * 1.000 * 1.680) + = 1.680 I Total of 1 main streams to confluence: Flow rates before confluence point: 1.680 - I Maximum flow rates at confluence using above data: 1.680 Area-of streams before confluence: C:\civi1d\508HXT.out 1 9 1.400 I Results of confluence: I Total flow rate = 1.680(CFS) Time of concentration = 11.171 mm. Effective stream area after confluence = 1.400 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 8.200 I kk INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] I Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 min. I Initial subarea flow distance = 280.000(Ft.) Highest elevation = 328.800(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 26.800(Ft.) I TC=[(11.9*0.05303)/( 26.80)]".385= 1.48 + 10 mm. = 11.48 mm. Rainfall intensity (I) = 2.621(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 I Subarea runoff = 0.944(CFS) Total initial stream area 0.800 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.200 to Point/Station 8.200 **** CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.800 (Ac.) I Runoff from this stream = 0.944(CFS) Time of concentration = 11.48 min. Rainfall intensity = 2.621(In/Hr) I Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.944 11.48 2.621 Qmax(1) = I 1.000 * 1.000 * 0.944) + = 0.944 Total of 1 main streams to confluence: I Flow rates before confluence point: 0.944 Maximum flow rates at confluence using above data: 0.944 I Area of streams before confluence: 0.800 C:\civi1d\508HXT.out 10 I I. Results of. confluence: Total flow rate = 0.944(CFS) Time of concentration = 11.476 mm. I Effective stream area after confluence = 0.800 (Ac.) U Process from Point/Station 9.100 to Point/Station 9.200 INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) - I TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 320.000(Ft.) I Highest elevation = 328.200(Ft.) Lowest elevation = 315.000(Ft.) Elevation difference = 13.200(Ft.) TC=[(11.9*0.06063)/( 13.20)]".385= 2.26 + 10 mm. = 12.26 mm. I Rainfall intensity (I) = 2.511(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 0.791(CFS) Total initial stream area = 0.700 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 9.100 to Point/Station 9.200 SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time of concentration = 12.26 mm. Rainfall intensity = 2.511(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA C = 0.450 Subarea runoff = 0.226(CFS) for 0.200 (Ac.) Total runoff = 1.017(CFS) Total area = 0.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.200 to Point/Station 9.200 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.900 (Ac.) Runoff from this stream = 1.017(CFS) Time of concentration = 12.26 mm. Rainfall intensity = 2.511(In/Hr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (mm) (In/Hr) I 1 1.017 12.26 2.511 Qmax(1) = I C:\civild\508HXT.out I I I I I I I I I I I I I I I I I I I I I I I I I I 1.000 * 1.000 * 1.017) + = 1.017 Total of 1 main streams to confluence: Flow rates before confluence point: 1.017 Maximum flow rates at confluence using above data: 1.017 Area of streams before confluence: 0.900 Results of confluence: Total flow rate = 1.017(CFS) Time of concentration = 12.263 mm. Effective stream area after confluence = End of computations, total study area = C:\civild\508HXT.out 0.900(Ac.) / 27.500 (Ac.) / I ii j I [1 I Li 1 I I I I I 1 I I 1 I File: 508sdrl I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1 I Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/25/01 I Community Park Site Proposed Hydrology In The City of Carlsbad JN # 175508 File:508HPT.RSD By:NBA I ------------------------------------------------------------------------ Hydrology Study Control Information P & D Consultants, San Diego, California - SIN 558 ------------------------------------------------------------------------ ' Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used English (in) rainfall data used I Map data precipitation entered: • 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 2.900 Adjusted 6 hour precipitation (inches) = 1.700 V I • P6/P24 = 58.6% San Diego hydrology manual 'C' values used Runoff coefficients by rational method iV V ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I kk Process from Point/Station 1.000 to Point/Station 1.100 INITIAL AREA EVALUATION **** I I I I User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 500.000(Ft.) Highest elevation = 323.000(Ft.) Lowest elevation = 306.000(Ft.) Elevation difference = 17.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.35 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.9000)*( 500.000".5)/( 3.400"(1/3)]= Rainfall intensity (I) = 4.286(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 12.344(CFS) Total initial stream area = 3.200(Ac.) 5.35 10.0 year storm is C = 0.900 I ...................................................... + ............... Process from Point/Station 1.100 to Point/Station 1.200 k PIPEFLOW TRAVEL TIME (Program estimated size) **** V ' Upstream point/station elevation = 306.000(Ft.) Downstream point/station elevation = 302.000(Ft.) Pipe length = 460.00(Ft.) Manning's N = 0.013 I No. of pipes = 1 Required pipe flow = 12.344(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.344(CFS) I I Normal flow depth in pipe = 14.67(In.) I Flow top width inside pipe = 19.27(In.) Critical Depth = 15.70(In.) Pipe flow velocity = 6.88 (Ft/s) Travel time through pipe = 1.12 mm. Time of concentration (TC) = 6.47 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process ,from Point/Station 1.100 to Point/Station 1.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 I Stream flow area = 3.200(Ac.) Runoff from this stream = 12.344(CFS) Time of concentration = 6.47 mm. Rainfall intensity = 3.794(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea I Initial subarea flow distance = 480.000(Ft.) Highest elevation = 318.000(Ft.) Lowest elevation = 302.000(Ft.) I Elevation difference = 16.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 15.84 mm. TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope"(1/3)] I TC= [1.8*(1.1_0.5000)*( 480.000".S)/( 3.333"(1/3)1= 15.84 Rainfall intensity (I) = 2.129(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 I Subarea runoff = 2.981(CFS) Total initial stream area= 2.800 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.800 (Ac.) Runoff from this stream = 2.981(CFS) Time of concentration = 15.84 mm. Rainfall intensity = 2.129(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 12.344 6.47 3.794 2 2.981 15.84 2.129 Qmax(1) = 1.000 * 1.000 * 12.344) + 1.000 * 0.408 * 2.981) + = 13.561 Qmax(2) = 0.561 * 1.000 * 12.344) + 1.000 * 1.000 * 2.981) + = 9.908 I C:\civi1d\508hpt.out 2 I I I I I 11 I Total of 2 streams to confluence: Flow rates before confluence point: 12.344 2.981 Maximum flow rate.s at confluence using above data: ' 13.561 9.908 Area of streams before confluence: 3.200 2.800 Results of confluence: Total flow rate = 13.561(CFS) Time of concentration 6.468 mm. Effective stream area after confluence = 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.400 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 302.000(Ft.) Downstream point/station elevation = 188.000(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.561(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 13.561(CFS) Normal flow depth in pipe = 7.17(In.) Flow top width inside pipe = 11.77(In.) Critical depth could not be calculated. Pipe flow velocity = 27.72 (Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 6.68 mm. +++++++++++++++ ++++ +++ ++ +++++ +++++++ +++ +++++ + +++ + + +++++++ Process from Point/Station 1.400 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 13.561(CFS) Time of concentration = 6.68 mm. Rainfall intensity = 3.716(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 INITIAL AREA EVALUATION **** 1 I I I User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 488.000(Ft.) Highest elevation = 304.000(Ft.) Lowest elevation = 298.000(Ft.) Elevation difference = 6.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.42 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [1.8*(1.1_0.9000)*( 488.000".5)/( 1.230'(1/3)]= Rainfall intensity (I) = 3.471(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 4.999(CFS) 7.42 10.0 year storm is C = 0.900 I C:\civi1d\508hpt.out 3 I I 1 Total initial stream area = 1.600 (Ac.) ++++++++ +++++++++ + ++++ + +++++++++ ++ +++++++++++++++ + + ++ ++ ++ ++ ++ +++++++++ Process from Point/Station 2.100 to Point/Station 2.200 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 298.000(Ft.) Downstream point/station elevation = 291.000(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.999(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated -individual pipe flow = 4.999(CFS) Normal flow depth in pipe = 9.40(In.) Flow top width inside pipe = 14.51(In.) Critical Depth = 10.89(In.) Pipe flow velocity = 6.18 (Ft/s) Travel time through pipe = 1.62 mm. Time of concentration (TC) = 9.04 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.600 (Ac.) Runoff from this stream = 4.999(CFS) Time of concentration = 9.04 mm. Rainfall intensity = 3.057(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.200 INITIAL AREA EVALUATION **** I I I I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 960.000(Ft.) Highest elevation = 309.000(Ft.) Lowest elevation = 291.000(Ft.) Elevation difference = 18.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 27.14 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [1.8*(1.1_0.5000)*( 960.000.5)/( 1.875(1/3)1= Rainfall intensity (I) = 1.504(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 1.429(CFS) Total initial stream area = 1.900 (Ac.) 27.14 10.0 year storm is C = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.250 to Point/Station 2.200 SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea Time of concentration = 27.14 mm. Rainfall intensity = 1.504(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.376(CFS) for 0.500(Ac.) Total runoff = 1.805(CFS) Total area = 2.40(Ac.) C:\civild\508hpt.out 4 I I Li I I 1 I 1 I I Li 1 I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.200 **** CONFLUENCE OF MINOR STREAMS *•*** I Along Main Stream number: 2 in normal stream number 2 - Stream flow area = 2.400(Ac.) Runoff from this stream = 1.805(CFS) I . Time of concentration = 27.14 mm. Rainfall intensity .= 1.504(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I i 4.999' 9.04 3.057 2 1.805 27.14 1.504 Qmax(1) = * 1.000 * 4.999) + 1 1.000 1.000 * 0.333 * 1.805) + = 5.600 Qmax(2) = 0.492 * 1.000 * '4.999) + 1 1.000 * 1.000 * 1.805) + = 4.265 Total of 2 streams to confluence: I Flow rates before confluence point: 4.999 1.805 Maximum flow rates at confluence using above data: 5.600 4.265 Area of streams before confluence: I 1.600 2.400 Results of confluence: Total flow rate = 5.600(CFS) I Time of concentration = 9.041 mm. Effective stream area after confluence = 4.000 (Ac.) I +++++++++++++++++++++++++++++++++++4+++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.400 PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 291.000(Ft.) Downstream point/station elevation = 188.000(Ft.) I Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.600(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe 'flow = 5.600(CFS) Normal flow depth in pipe = 4.91 (In.) I Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 22.73(Ft/s) I Travel time through pipe = 0.22 mm. Time of concentration (TC) = 9.26 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS **** I C:\civi1d\508hpt.out 5 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.000(Ac.) Runoff from this stream = 5.600(CFS) Time of concentration = 9.26 mm. Rainfall intensity= 3.010(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++ ++++++ ++++ + ++++++++++++++ +++++++++++++ ++ + + ++++ ++ ++++++++++++ I Process from Point/Station 3.000. to Point/Station 3.100 INITIAL AREA EVALUATION I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 110.000(Ft.) Highest elevation = 304.000(Ft.) Lowest elevation = 250.000(Ft.) I Elevation difference = 54.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.09 mm. I TC=[l.8*(l.l_C)*distance(Ftj'.5)/(%slope (l/3)] TC= [1.8*(1.1_0.5000)*( 110.000".5)/( 49.091"(1/3)]= 3.09 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 3.359(CFS) Total initial stream area = 1.500 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 250.000(Ft.) Downstream point elevation = 188.000(Ft.) Channel length thru subarea = 400.000(Ft.) Channel base width = 1.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 4.927(CFS) Manning's 'N' = 0.005 I I [1 I I I Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 4.927(CFS) Pressure flow condition in covered channel: Wetted perimeter = 3.85(Ft.) Flow area = 0.17(Sq.Ft) Hydraulic grade line required at box inlet = 11642.054(Ft.) Friction loss = 11684.490(Ft.) Minor Friction loss = 19.564(Ft.) K-Factor = 1.500 Flow Velocity = 28.98 (Ft/s) Travel time = 0.23 mm. Time of concentration = 5.23 mm. Adding area flow to channel 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Rainfall intensity = 4.351(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C Subarea runoff = 2.741(CFS) for 1.400(Ac.) = 0.450 C:\civild\508hpt.out 6 I u I Total runoff = 6.100(CFS) Total area = 2.90(Ac.) ++++ ++++++++ +++ + ++++++++++ +±+++++ ++++++++++++++++++ + + +++ + ++ ++ +++++ ++++ Process from Point/Station 3.100 to Point/Station 3.200 **** SUBAREA FLOW ADDITION **** 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 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 5.23 mm. Rainfall intensity = 4.351(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 1.175(CFS) for 0.600(Ac.) Total runoff = 7.275(CFS) Total area = 3.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.450 given for subarea Time of concentration = 5.23 mm. Rainfall intensity = 4.351(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.783(CFS) for 0.400(Ac.) Total runoff = 8.058(CFS) Total area = 3.90(Ac.) +++++++ ++ ++++++ + + ++++ + +++++++ +++++++ ++++++++++++ ++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.900(Ac.) Runoff from this stream = 8.058 (CE'S) Time of concentration = 5.23 mm. Rainfall intensity = 4.351(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 13.561 6.68 3.716 2 5.600 9.26 3.010 3 8.058 5.23 4.351 Qmax(l) = 1.000 * 1.000 * 13.561) + 1.000 * 0.721 * 5.600) + 0.854 * 1.000 * 8.058) + = 24.482 Qmax(2) = 0.810 * 1.000 * 13.561) + 1.000 * 1.000 * 5.600) + 0.692 * 1.000 * 8.058) + = 22.158 Qmax(3) = 1.000 * 0.783 * 13.561) + 1.000 * 0.565 * 5.600) + I I I I I I I [1 I Fill 1 I I 1 I I 1 Li C:\civild\508hpt.out 7 1 1.000 * 1.000 * 8.058) + 21.840 Total of 3 main streams to confluence: I Flow rates before confluence point: 13.561 5.600 8.058 Maximum flow rates at confluence using above data: ' 24.482 22.158 21.840 Area of streams before confluence: 6.000 4.000 3.900 I Results of confluence: Total flow rate = 24.482(CFS) I Time of concentration = 6.679 mm. Effective stream area after confluence = 13.900 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.100 INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [11.9*length(Mi)3)/(elevation change(Ft.))].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 750.000(Ft.) I - Highest elevation = 324.000(Ft.) Lowest elevation = 190.000(Ft.) Elevation difference = 134.000(Ft.) TC=[(11.9*0.14203)/(134.00)].385= 2.48 + 10 mm. = 12.48 mm. I Rainfall intensity (I) = 2.483(In/Hr) for a 10.0 year storm Effective runoff coefficint used for area (Q=KCIA) is C = 0.450 Subarea runoff = 2.235(CFS) - Total initial stream area = 2.000 (Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 5.200 to Point/Station 5.100 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea I Time of concentration = 12.48 mm. Rainfall intensity = 2.483(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 I Subarea runoff = 1.117(CFS) for 0.900(Ac.) Total runoff = 3.352(CFS) Total area = 2.90(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.100 **** SUBAREA FLOW ADDITION - I 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 C:\civild\508hpt.out 8 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 12.48 mm. Rainfall intensity = 2.483(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 3.017(CFS) for 2.700(Ac.) Total runoff = 6.369(CFS) Total area = 5.60(Ac.) +++++++ +++++ + +++++ + +++++++++++++ + +++++++++ +++++++++++ +++++ ++++++ + + ++++ Process from Point/Station 6.000 to Point/Station 6.100 k INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 14.000 (Ft.) Highest elevation = 300.000(Ft.) Lowest elevation = 293.000(Ft.) Elevation difference = 7.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.10 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC=[l.8*(1.l_0.5000)*( 14.000".5)/( 50.000"(1/3)3= 1.10 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.672(CFS) Total initial stream area = 0.300 (Ac.)- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 293.000(Ft.) Downstream point elevation= 280.000(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.896(CFS) Manning's-'N' = 0.005 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.896(CFS) Depth of flow = 0.133(Ft.), Average velocity = 10.610(Ft/s) Channel flow top width = 0.767(Ft.) Flow Velocity = 10.61(Ft/s) Travel time = 0.71 mm. Time of concentration = 5.71 mm. Critical depth = 0.363(Ft.) Adding area flow to channel User specified 'C' value of 0.500 given for subarea Rainfall intensity = 4.113(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.411(CFS) for 0.200(Ac.) Total runoff = 1.083(CFS) Total area = 0.50(Ac.) ++++++++ +++++++ + +++++++ ++ + ++ + +++++++ ++ +++++++ ++ +++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.100 INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea I I I I El El I I I I I I [1 El I I C:\civi1d\508hpt.out 9 Initial subarea flow distance = 200.000(Ft.) Highest elevation = 313.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 4.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.12 mm. TO = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)] TO = [1.8*(1.1_0.5000)*( 200.000".5)/( 2.000'(1/3)]= 12.12 Rainfall intensity (I) = 2.530(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 2.783(CFS) Total initial stream area = 2.200 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 309.000(Ft.) Downstream point/station elevation = 294.000(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.783(OFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.783(OFS) Normal flow depth in pipe = 6.48 (In.) Flow top width inside pipe = 8.08(In.) Critical Depth = 8.51(In.) Pipe flow velocity = 8.17(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TO) = 12.94 mm. Process from Point/Station 4.100 to Point/Station 4.300 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 2.783(OFS) Time of concentration = 12.94 mm. Rainfall intensity = 2.426(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.700 given for subarea Initial subarea flow distance = 200.000(Ft.) Highest elevation = 306.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 12.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.60 mm. TO = [1.8*(1.1_C.)*distance(Ft.).5)/(% slope'(1/3)] TO = [1.8*(1.1_0.7000)*( 200.000".5)/( 6.000"(1/3)1= 5.60 Rainfall intensity (I) = 4.162(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KOIA) is C = 0.700 Subarea runoff = 0.874(OFS) Total initial stream area = 0.300 (Ac.) I I I I I I Li I I I I LI I 1 I I I E C:\civi1d\508hpt.out 10 I **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.300 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 I Stream flow area = 0.300 (Ac.) Runoff from this stream = 0.874(CFS) Time of concentration = 5.60 mm. Rainfall intensity = 4.162(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 I INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 100.000(Ft.) I Highest elevation = 306.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 12.000(Ft.) I Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.57 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] I TC= [1.8*(1.1_0.9000)*( 100.000".5)/( 12.000"(1/3)]= 1.57 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.47-9(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.209(CFS) I Total initial stream area = 0.300 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.300(Ac.) Runoff from this stream = 1.209(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.783 12.94 2.426 2 0.874 5.60 4.162 3 1.209 5.00 4.479 Qmax(1) = 1.000 * 1.000 * 2.783) + 0.583 * 1.000 * 0.874) + 0.542 * 1.000 * 1.209) + = 3.947 Qmax(2) = 1.000 * 0.433 * 2.783) + 1.000 * 1.000 * 0.874) + 0.929 * 1.000 * 1.209) + = 3.203 Qmax(3) = 1.000 * 0.386 * 2.783) + 1.000 * 0.892 * 0.874) + C:\civi1d\508hpt.out I I I I I I I I I I 1 1.000 * 1.000 * 1.209) + = 3.065 Total of 3 streams to confluence: I Flow rates before confluence point: 2.783 0.874 1.209 Maximum flow rates at confluence using above data: 3.947 3.203 3.065 I Area of streams before confluence: 2.200 0.300 0.300 Results of confluence: I Total flow rate = 3.947(CFS) Time of concentration = 12.939 mm. - Effective stream area after confluence = 2.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 I PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 294.000(Ft.) I Downstream point/station elevation = 276.000(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.947(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.947(CFS) I Normal flow depth in pipe = 6.25(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 10.12(In.) I Pipe flow velocity = 9.55(Ft/s) Travel time through pipe = 0.73 mm. Time of concentration (TC) = 13.67 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 I CONFLUENCE OF MAIN STREAMS k* The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 2.800(Ac.) Runoff from this stream = 3.947(CFS) Time of concentration = 13.67 mm. Rainfall intensity = 2.341(In/Hr) I Program is now starting with Main Stream No. .2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.400 INITIAL AREA EVALUATION **** I I I I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 200.000(Ft.) Highest elevation = 313.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 4.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)- = 12.12 mm. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slopet'(1/3) I TC= [1.8*(1.1_0.5000)*( 200.000".5)/( 2.000"(1/3)]= Rainfall intensity (I) = 2.530(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) 12.12 10.0 year storm is C = 0.500 C:\civi1d\508hpt.out 12 Subarea runoff = 2.909(CFS) Total initial stream area = 2.300 (Ac.) ++++++ ++++++ ++++++ +++++++++++ + ++ +++++++++++++++ +++ + + ++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.500 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 309.000(Ft.) Downstream point/station elevation = 276.000(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.909(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated -individual pipe flow = 2.909(CFS) Normal flow depth in pipe = 5.09(In.) Flow top width inside pipe = 8.92(In.) Critical depth could not be calculated. Pipe flow velocity = 11.29(Ft/s) Travel time through pipe = 0.59 mm. Time of concentration (TC) = 12.71 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.400 to Point/Station 4.500 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 2.909(CFS) Time of concentration = 12.71 mm. Rainfall intensity = 2.453(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 kk INITIAL AREA EVALUATION **** I User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 100.000(Ft.) Highest elevation = 312.000(Ft.) I Lowest elevation = 276.000(Ft.) Elevation difference = 36.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.27 mm. I TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.5000)*( 100.000".5)/( 36.000"(1/3)1= 3.27 Setting time of concentration to 5 minutes I Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.224(CFS) Total initial stream area = 0.100 (Ac.) I ++++++ ++ + +++ + ++++++ ++ +++++++++++++++++++ + ++++++++++++++++ + + + ++ ++ Process from Point/Station 4.600 to Point/Station 4.500 I STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 289.000(Ft.) End of street segment elevation = 276.000(Ft.) C:\civi1d\508hpt.out I IN I Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) I Slope from gutter to grade break (v/hz) = 0.050 Slope from grade break to crown (v/hz) = 0.020 I Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= 1.500(Ft.) ' Gutter hike from flowline = 1.500.(In.) - Manning's N in gutter = 0.0240 Manning's N from gutter to grade break = 0.0240 Manning'sN from grade break to crown = 0.0240 I Estimated mean flow rate at midpoint of street = 0.560(CFS) Depth of flow = 0.188(Ft.), Average velocity = 1.959(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.633(Ft.) I Flow velocity = 1.96(Ft/s) Travel time = 2.55 mm. TC = 7.55 mm. Adding area flow to street I User specified 'C' value of 0.500 given for subarea Rainfall intensity = 3.433(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 0.515(CFS) for 0.300(Ac.) I Total runoff = 0.739(CFS) Total area = 0.40(Ac.) Street flow at end of street = 0.739(CFS) Half street flow at end of street = 0.739(CFS) Depth of flow = 0.202(Ft.), Average velocity = 2.069(Ft/s) I Flow width (from curb towards crown)= 5.347 (Ft.) I Process from Point/Station 4.600 to Point/Station 4.500 **** SUBAREA FLOW ADDITION **** User specified 'C' value 6f 0.500 given for subarea Time of concentration = 7.55 mm. Rainfall intensity = 3.433(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500 Subarea runoff = 1.030(CFS) for 0.600(Ac.) Total runoff = 1.769(CFS) Total area = 1.00(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 3 Stream flow area = 1.000 (Ac.) Runoff from this stream = 1.769(CFS) Time of concentration = 7.55 mm. I Rainfall intensity = 3.433(In/Hr) Summary of stream data: I Stream Flow rate TC No. (CFS) (mm) Rainfall Intensity (In/Hr) LI 1 3.947 13.67 2.341 C:\civild1508hpt.out 14 I I I 1 I I I I 1 I 1 1 I I 1 I I I I 2 2.909 12.71 2.453 3 1.769 7.55 3.433 Qmax(l) = 1.000 * 1.000 * 3.947) + 0.954 * 1.000 * 2.909) + 0.682 * 1.000 * 1.769) + = Qmax(2) = 1.000 * 0.930 * 3.947) + 1.000 * 1.000 * 2.909) + 0.715 * 1.000 * 1.769) + = Qmax(3) = 1.000 * 0.552 * 3.947) + 1.000 * 0.594 * 2.909) + 1;000 * 1.000 * 1.769) + = Total of 3 main streams to confluence: Flow rates before confluence point: 3.947 2.909 1.769 Maximum flow rates at confluence using above data 7.929 7.844 5.678 Area of streams before confluence: 2.800 2.300 1.000 Results of confluence: Total flow rate = 7.929(CFS) Time of concentration = 13.672 mm. Effective stream area after confluence = End of computations, total study area = C:\civild\508hpt.out 7.929 7.844 5.678 6.100 (Ac.) 26.100 (Ac.) - Appendix B Hydraulics Calcul a t i o n s [1 p I LI P I I I I". APPENDIX "B " I I I U I I I I I I I I I I I I I I I - - - - - - - - - - - - - - - - - 0 le-4 .1 AS - - - - - - - - - - - - - - - - - - - A(4) A(3) I [H------ - 14 13 12 Outlet Storm Drain Line "A" See Grading Plans Sheet 3 (Plan), and Sheet 6 (Profile) Job #175508 Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\08sd-an.stm P & 0 Consultants StormCAD v1.5 (158] 04/15/02 11:06:39 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 . Page 1 of 1 - - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Pipe On Up Up Up Length On On On Size S Q V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftis) (if) (ft) (if) (if) (ft) (ft) 14 A(4) 13 307.66 0.37 307.29 116.86 306.12 0.32 306.44 12 inch 1.0 0.8 3.3 13 A(3) 12 306.38 0.46 305.92 88.59 305.03 0.60 305.63 12 inch 1.0 1.2 2.9 12 A(2) Il 305.49 0.66 304.83 196.22 302.86 0.58 303.44 12 inch 1.0 2.4 4.6 Ii 1 A(1) I Outlet 1 303.341 0.801302.541 104.051 270.50 1.50 272.00 18 inch 308 4.4 3.5 WSE-Known Water S.EIe (Crown) Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr175508\hydro\508sd-ar.stm P & D Consultants StormCAD v1.5 [158] 04/15/02 02:55:43 PM . 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Pipe Dn Up Up Up Length On Dn On Size S 0 V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftls) (ft) (ft) (ft) (ft) (ft) (ft) 14 A(4) 13 307.66 0.37 307.29 116.86 306.12 0.32 306.44 12 inch 1.0 0.8 3.3 13 A(3) 12 306.38 0.46 305.92 88.59 305.03 0.60 305.63 12 inch 1.0 1.2 2.9 12 A(2) Il 305.49 0.66 304.83 196.22 302.86 0.58 303.44 12 inch 1.0 2.4 4.6 Ii A(1) Outlet 303.34 0.80 302.54 104.05 270.50 0.28 270.78 18 inch 30.8 4.4 12.0 WSE-Free Outfall (Normal Depth) Project Title: Zone 19 Community Park . Project Engineer: P &O Consultants, Inc. p:\engr\175508\hydro\508sd-an.stm P & 0 Consultants StormCAD v1.5 1158] 04/15/02 02:54:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - -. - - - - - - Label: Outlet Rim: 276206 Sump: 27050 I 315.00 Label: 13 Label: 14 Label: II Rim: 312.5011 Rim: 312. 011 Rim: 312.0011 Sump: 30.54 Label: 12 Sump: 305.20 Sump: 30 .2911 Sump: 3O4 83 6 - L 310.00 . La . be 1 l: AM Si .H1•• - - L U bel:A13) Invert. 305925 . - 0 Invert: 30503 it I nglh: 88590 e: 12 inch Up Invert: 304.83 vert: 302 86 pinw307 298 L:fl Size:l2inch .. Invert: 30612 6 englh.116.889ize: 12 300.00 - _._ . . 295.00 Elevation It - - -- - - ----- .-___ 290.00 285.00 Label: A(I) Up Invert: 2.54 8 ---- - -------------------____-__- Dn Invert: Z7O-50 Length: 104.059 Size: 18 inch II - - -- ---- -------------------------------------------------------- --------_-__- 280.00 - ------------ ---- --- - - - ---------------------------- ---------------_.__ 275.00 -- -------- -------- - -------------------------- - ----------------------------------- -- - - -- -- --- _____- 270.00 0*06 0.50 1*00 1+50 2-c00 2+50 3*00 3*50 4+00 4+50 5*00 5*50 Station It Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-ar.stm P & 0 Consultants StormCAD 0.5 [158] 04/15/02 02:52:37 PM - 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 - - - - - - - - - - - - - - - - - - - B(3)11 15 14 13 12 Storm Drain Line "B" See Grading Plans Sheet 3 (Plan), and Sheet 6 (Profile) Job# 175508 Project Title: Zone 19 Community Park p:\engr175508\hydro\508sd-b.stm 04/15/02 12:27:42 PM P & D Consultants Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: P &D Consultants, Inc. StormCAO v1.5 [158] Page 1 of 1 - - - - - - - - - - - - MM MM - - - Combined Pipe/Node Report Up Pipe Dn Up Up Up Length Dn Dn Dn Size S 0 V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 15 B(5) 14 306.84 0.29 306.55 96.33 305.58 0.34 305.92 12 inch 1.0 0.5 2.3 14 B(4) 13 305.85 0.42 305.43 98.50 304.44 0.63 305.07 12 inch 1.0 1.0 2.5 13 B(3) 12 304.93 0.64 304.29 98.49 303.30 0.72 304.02 12 inch 1.0 2.3 3.9 12 B(2) Ii 303.86 0.71 303.15 56.90 302.58 0.92 303.50 12 inch 1.0 2.8 4.0 Ii B(1) Outlet 303.25 0.87 302.38 57.57 301.05 0.65 301.70 12 inch 2.3 4.3 6.7 WSE'Top of Curb Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-b.stm P & D Consultants StormCAD v1.5 [1581 04/15/02 12:38:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 314.00 312.00 310.00 30.00 306.00 304.00 302.00 300.00 4+50 Ele - - - - - - - - - - - - - - - - - - - Label: Outlet Rim: 303.32 ft Sump: 300.28 ft Label: 13 Label: 14 Label: 12 R 31320 ft Rim: 313.20 ft Rim: 313.20 ft - ------ - Sump: 30315ft Sump:30429ft - Sump:305.43ft Label B(4) - Up Invert: 30 - Label: B(3) Dn Invert: 30 - - \ Up Invert: 30 .29 ft Length: 98.50 Dn Invert: 30 Size: 12 inch Length: 98.4, ft \ Size: 12 inch1 0+00 0+50 \ 1+50 2+00 2+50 3+00 Label: B(1 Station ft ' Up Invert: 302.38 ft Dn Invert: 301.05 ft Length: 57.57 ft Label: B(2) Size: 12 inch Up Invert: 303.15 ft Dn Invert: 302.58 ft Length: 56.90 ft Size: 12 inch Label: Ii Rim: 313 Sump: 3( 3+50 4+00 Label: 15 Rim: 31320ff - - - Slimp: 306.55 ft - - - - - - - - 43 ft 44 ft Label: B(5) Up Invert: 306 —Dn Invert: 305 Length: 96.33 Size: 12 Inch -__ 55 ft 58.ft__ ft Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\08sd-b.stm P & D Consultants StormCAD v1.5 [158] 04/15/02 12:33:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of I Ii - - - - - - - - - - - - - - - - - - - C (14) /Outlet / 110/ C(11.12,13) C4(1) 19 114 C (10) 118 C (9) 17 Ill I -- /C(8) C3 (1) C (6) 16 (7) 113 15\ \C2 (1) 112 Storm Drain Line "C and c1,c2,c3,c4" See Grading Plans Sheet 4 (Plan), and Sheet 7 (Profile) Job# 175508 Project Title: Zone 19 Community Park Project Engineer: P &D Consultants Inc. p:\engr\175508\hydro\508sd-cn.stm P & 0 Consultants StormCAD v1.5 (1581 04/15/02 01:28:25 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - ,- - - - - - mm - - Combined Pipe/Node Report Up Node Pipe On Node Up HGL (ft) Up Depth (ft) Up Invert (ft) Length (ft) Dn Invert (ft) On . Depth (ft) On I1GL (ft) Size S (%) 0 (cfs) V avg (ftls) Description Ii C (1,2,3) 12 317.61 0.81 316.80 168.81 311.16 0.60 311.76 12 inch 3.3 3.7 6.2 12 C (4) 13 311.68 1.02 310.66 41.53 309.32 1.09 310.41 18 inch 3.2 7.0 5.3 13 C (5) 14 310.18 1.02 309.16 147.59 304.00 1.23 305.23 18 inch 3.5 7.0 5.0 14 C (6) 15 304.90 1.22 303.68 73.94 298.12 1.48 299.60 18 inch 7.5 10.0 6.1 15 C (7) 16 299.27 1.44 297.83 7.60 297.54 1.63 299.17 24 inch 3.8 15.9 6.2 16 C (8) 17 298.77 1.56 297.21 24.50 296.79 1.63 298.42 24 inch 1.7 18.9 7.0 17 C (9) 18 298.02 1.56 296.46 102.00 295.44 1.67 297.11 24 inch 1.0 18.9 6.9 18 C (10) 19 296.71 1.56 295.15 98.00 294.15 1.80 295.95 24 inch 1.0 18.9 6.8 19 C (11, 12,13) 110 295.50 1.64 293.86 196.56 290.92 1.88 292.80 24 inch 1.5 21.0 7.2 110 C (14) Outlet 292.30 1.71 290.59 141.27 257.90 2.00 259.90 24 inch 23.1 23.0 7.7 WSE - Free outfall (Crown) Ill Cl (1) 16 299.76 0.55 299.21 5.43 298.54 0.63 299.17 12 inch 12.3 1.7 3.4 112 C2 (1) 15 299.98 0.94 299.04 38.17 298.12 1.48 299.60 18 inch 2.4 5.9 4.2 113 C3 (1) 14 308.11 0.66 307.45 25.16 304.00 1.23 305.23 18 inch 13.7 3.0 3.0 114 1 C4 (1) 1 110 1 301.34 0.60 300.74 252.67 291.92 0.88 292.80 12 inch 1 3.5 2.0 3.3 Project Title: Zone 19 Community Park . Project Engineer: P &D Consultants, Inc. p:\engrt175508\hydro\508sd-c.stm P & D Consultants StormCAD v1.5 [1581 04/17/02 05:11:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 MM - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Node Pipe On Node Up HGL (ft) Up Depth (ft) Up Invert (ft) Length (ft) Dn Invert (ft) Dn Depth (ft) Dn HGL (ft) Size S (%) Q (cfs) V avg (ft/s) Description Ii C (1,23) 12 317.61 0.81 316.80 168.81 311.16 0.60 311.76 12 inch 3.3 3.7 6.2 12 C (4) 13 311.68 1.02 310.66 41.53 309.32 1.09 310.41 18 inch 3.2 7.0 5.3 13 C (5) 14 310.18 1.02 309.16 147.59 304.00 1.23 305.23 18 inch 3.5 7.0 5.0 14 C (6) 15 304.90 1.22 303.68 73.94 298.12 1.48 299.60 18 inch 7.5 10.0 6.1 15 C (7) 16 299.27 1.44 297.83 7.60 297.54 1.63 299.17 24 inch 3.8 15.9 6.2 16 C (8) 17 298.77 1.56 297.21 24.50 296.79 1.63 298.42 24 inch 1.7 18.9 7.0 17 C(9) 18 298.02 1.56 296.46 102.00 295.44 1.67 297.11 24 inch 1.0 18.9 6.9 18 C (10) 19 296.71 1.56 295.15 98.00 294.15 1.80 295.95 24 inch 1.0 18.9 6.8 19 C (11, 12,13) 110 295.50 1.64 293.86 196.56 290.92 1.88 292.80 24 inch 1.5 21.0 7.2 110 C (14) Outlet 292.30 1.71 290.59 141.27 257.90 0.62 258.52 24 inch 23.1 23.0 17.8 WSE-Free Outfall (Normal Depth) Ill Cl (1) 16 299.76 0.55 299.21 5.43 298.54 0.63 299.17 12 inch 12.3 1.7 3.4 112 C2 (1) 15 299.98 0.94 299.04 38.17 298.12 1.48 299.60 18 inch 2.4 5.9 4.2 113 C3 (1) 14 308.11 0.66 307.45 25.16 304.00 1.23 305.23 18 inch 13.7 3.0 3.0 114 1 C4 (1) 1 110 1 301.341 0.601 300.741 252.671 291.921 0.881 292.80 12 inch 1 3.51 2.01 3.3 Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-cn.stm P & D Consultants StomiCAD v1.5 [158] 04/17/02 05:13:02 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Project Title: Zone 19 Community Park p:\engr\175508\hydro\508sd-cn.stm 04/17/02 05:18:46 PM P & 0 Consultants Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: P &D Consultants, Inc. StormCAD 0.5 (158] Page 1 of 1 - - - - -. - - - - MM - - - - MM - - D(1) Outlet D(2) 2 D1(1) D(4,5)--' 3 4 Lit.... Storm Drain Line "D and Dl" See Grading Plans Sheet 5 (Plan), and Sheet 8 (Profile) Job# 175508 Project Title: Zone 19 Community Park p:\engr\175508thydr0\508sd-dn.stm P & D Consultants 04/15/02 02:41:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 5L1 D(3) Project Engineer: P &O Consultants, Inc. StormCAD v1.5 [158] Page 1 of 1 - mm =11M - - - MM - - - - - - - - Combined Pipe/Node Report Up Pipe Dn Up Up Up Length Dn Dn Dn Size S 0 V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftls) (ft) (ft) (ft) (ft) (ft) (ft) 5 D1(1) 2 289.01 0.63 288.38 101.11 287.02 0.71 287.73 12 inch 1.3 2.2 3.8 4 D(4,5) 3 292.53 1.08 291.45 197.22 289.48 0.95 290.43 18 inch 1.0 7.7 6.1 3 D(3) 2 290.23 1.08 289.15 241.12 286.52 1.21 287.73 18 inch 1.1 7.7 5.4 2 D(2) 1 287.40 1.21 286.19 157.89 279.72 0.72 280.44 18 inch 4.1 9.9 9.1 1 D(1) Outlet 280.68 1.25 279.43 185.89 228.50 1.50 230.00 18 inch 27.4 10.5 6.3 Free Outfall Crown for WSE Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-d.stm P & D Consultants StormCAD v1.5 (158) 04/15/02 02:36:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Pipe On Up Up Up Length On On On Size S Q V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftis) (ft) (ft) (ft) (ft) (ft) (ft) 5 D1(1) 2 289.01 0.63 288.38 101.11 287.02 0.71 287.73 12 inch 1.3 2.2 3.8 4 D(4,5) 3 292.53 1.08 291.45 197.22 289.48 0.95 290.43 18 inch 1.0 7.7 6.1 3 0(3) 2 290.23 1.08 289.15 241.12 286.52 1.21 287.73 18 inch 1.1 7.7 5.4 2 0(2) 1 287.40 1.21 286.19 157.89 279.72 0.72 280.44 18 inch 4.1 9.9 9.1 1 0(1) Outlet 280.68 1.25 279.43 185.89 228.50 0.44 228.94 18 inch 27.4 10.5 15.3 WSE-Free Outfall (Normal Depth) Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:engr\175508hydro\508sd-dn.stm P & D Consultants StormCAD v1.5 (158] 04/15/02 02:39:13 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-d.stm P & 0 Consultants StormCAD v1.5 [158) 04/15/02 02:59:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of I - - - - - - - - - - - - -S - - - - - Riser 11 Profile ri Outlet E(l) E1c Plan Riser A.PointE1b E1a Outlet A.Pointl Storm Drain Line "E" See Grading Plans Sheet 5 (Plan), and Sheet 6 (Profile) Job# 175508 Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-en.stm P& D Consultants StormCAD v1.5 t1581 04/11/02 03:05:32 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Pipe Dn Up Up Up Length On On On Size S Q V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftls) (ft) (ft) (ft) (ft) (ft) (ft) Riser E1c A.Point2 253.27 1.27 252.00 96.00 230.88 0.48 231.36 18 inch 22.0 11.0 14.7 A.Point2 E1b,E1a Outlet 232.15 1.27 230.88 25.81 230.11 1.50 231.61 18 inch 3.0 11.0 6.6 WSE— Free Outfall (Crown) Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-er.stm P & D Consultants StormCAD vl.5 (158] 04/16/02 02:58:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Combined Pipe/Node Report Up Pipe On Up Up Up Length On Dn On Size S 0 V avg Description Node Node HGL Depth Invert (ft) Invert Depth HGL (%) (cfs) (ftis) (ft) (ft) (ft) (ft) (ft) (ft) Riser E1c A.Point2 253.27 1.27 252.00 96.00 230.88 0.48 231.36 18 inch 22.0 11.0 14.7 A.Point2 ElbEla Outlet 232.15 1.27 230.88 25.81 230.11 0.94 231.05 18 inch 3.0 11.0 8.2 WSE—Free Outfall (Normal Depth) Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-en.stm P & D Consultants StormCAD v1.5 (1581 04/16/02 03:00:52 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 - - - - - - - - - - - - - - - - - - - Label: A.Poinl Rim: 236.0011 Sump: 2 0.86 Label: A.Pointl Rim: 234.00 ft / Sump: 230.14 ft Label: Outlet Rim: 233.00 ft Sump: 230.11 ft 260.00 230.00 0+20 0.40 0+80 0+80 1+00 1+20 1+40 Station ft 255.00 -.1 250.00 J 245.00 Elevation ft .00 ft 240.00 88 ft ft I 235.00 Label: Ela Label: E1b Up Invert: 230.14 ft Up Invert: 230.88 ft On Invert: 230.11 It On Invert: 230.14 ft Length: 1.00 It Length: 24.61 ft Size: 18 inch Size: 18 inch Project Title: Zone 19 Community Park Project Engineer: P &D Consultants, Inc. p:\engr\175508\hydro\508sd-en.stm P & 0 Consultants StormCAD 0.5 [1581 04/15/02 12:51:51 PM 0 Haestad Methods,, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I I Li I Appendix C - Detention Basins & Misc. I I _j I I I I I Li I I I I I I I 1 I I I I I I I I I I I P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date q/-Z-/,,j Client . %T-ç oC CLrP Sheet No. Of Z Checked Date Job Job No. 1DE1-4t or- e. c'ttJV (E~) Fe Iz EXTG tRNAGE. Xr?,T 'T'' (OO' 17.OcS Q 10 r O C-E 0- ~'O I r4T (Q) k7- AT /,,,, Ac. 0106 '\-' ?:1'S CFs 24 =_) -2-Omy H Z4S - TO frT NTEt) I I I I I I I I I I I I I I I I I I I I P&D Consultants 401 West "A' Street Suite 2500 San Diego, CA 92101 619-232-4466 By A Date 2. /4../0lClient Sheet No. Z Of 2... I Checked Date Job Job No. 10 Al I ----- 4' I AvG --- lL5 I , VOLU€ '5OoPi I UE Z4 iIc,E L41,o I I I I I I I Zone 19 Park Site City of Carlsbad Job # 75508 SPILLWAY CALCS. USING WEIR FLOW EQUATION (DETENTIONBASIN # 1) Q100 (Basin I) - 37.50 CFS Ce 13.26 He= 11.00 Q(100) 137.50 1 L=11.50 Governs L = 6.00 Ce = 3.26 He = 0.50 L 1 [ Q=7 Ce=_3.26 He __1.00 L=6 Q=20 Ce=_3.26 He =_'1 .50 L=6 Q=36 Ce= 113.26 1 He=_2.00 L=6 Q=55 Ce = 3.26 He=2.50 i L=6 Q=77 I I I 1 Sheetl I I I I LI I I I I 1 I I 1 I I 1 I I I I I I I I I I I I I I I I Zone 19 Park Site City of Carlsbad Job # 75508 SPILLWAY CALCS. USING WEIR FLOW EQUATION (DETENTION BASIN # 1) QIOO (Basin I) -' 37.50 CFS I Ce= i 3.26 He = :2.00 Q(100)= 137.50 L=4.07 Governs L =14.00 Ce = p3.26 He= 0.50 L=4 Q=5 Ce = 3.26 He = 1.00 L=14 Q=13 Ce= :3.26 He =1.50 L=:4 Q=124 Ce = 3.26 He= 2.00 L=4 Q= 137 Ce = 3.26 He 12.50 L=:4 Q= 152 508SpiIIW Sheeti P&D Consultants 401 West A Street Suite 2500 San Diego, CA 92101 619-232-4466 By NA Date Client Ct-riP ôc CAN Sheet No. k Of Checked Date Job jç SVMJobNo. 1-75s0e, - I— R00137 Oa--J) .- ... I . Ex -c3 KAC. EXT .... AT Q, 5 C..F5 . ... QJ CC- Fs . bEe A\W E>k\v AT H Tc 14 MiA -=€) ..-. .--.. Cxcu4&) - = 10 rE L4OL Lo 11 I 1 I I I I I I I I ii I 1 I I I I Zone 19 Park Site City of Carlsbad Job # 75508 1 SPILLWAY CALCS. USING WEIR FLOW F'UATION (DETENTIONBASIN #2) Q100 (Basin 2) - 12.20 I CFS Ce= 3.26 He= 2.00 _______ Q(100)= 12.20 L= 1.32 Governs L = 1.50 Ce=3.26 He= 0.50 L=1.5 Q=2 Ce=3.26 He = 1.00 L=1.5 Ce=3.26 He= 11.50 L=H.5 Q Ce = 3.26 He = 2.00 _____________ L=1.5 Q=14 Ce=_3.26 I He 1 2.50 I L=1.5 Q= 19 I I Sheeti I I I [1 I I I I I I 1 I Li 1 I I Zone 19 Park Site City of Carlsbad Job # 75508 SPILLWAY CALCS.USING WEIR FLOW EQUATION (DETENTIONBASIN #2) Q100 (Basin 2) - 12.20 jCFS Ce= 13.26 1 He= 11.00 _______ Q(100)= 12.20 L=3.74 Governs _L_=6.0O Ce = 3.26 I He= 0.50 L=6.0 1 Q=7 Ce = 3.26 1 He= 1.00 _____________ L=6.0 Q=20 Ce '3.26 He 1.50 _____________ L=:6.0 Q='36 Ce = 3.26 He= i2.00 - L=6.0 Q =55 Ce=_3.26 He= 12.50 L=16.0 Q=77 I I 1 I I I I I Li LI I I I I Li I 508SpflIW2 Sheeti El I ___ yDRAIN PIPE 3+O .D. OF lIII 4'+O.D. OF A BASIN CAPACITY TABLE IIIIt'DRAIN PIPE l . ( IN CUBIC YARDS) SEC11ON B-B . DETAIL A NTS NTS I 1/2x 2 A-36 STI.. ANGLE OCA11ONS ON LOTS ADJACENT TO DWELUNGS SHALL BE 3 GUNITE. 2) ALL STEEL PIPE AND DETAIL B DIP GALVANIZED. AFTER If A ODtI' A'n nkl TRACT AREA (ACRES) AVERAGE SLOPES 2% 1 57. I 87. . 10% 1 12% 1 157. ø MB w/ NUT & WASHER 10 270 1 350 370 400 450j 500 NOTES: 15 ___ 4q0 j 420 460 600 675 750 1) DESILTAllON BASINS BUILT 20 O 700 740 J 800 9004 1000 40 1080 1400 1480 1600 1500 L2000 80 COMPLETELY LINED WITH 2160 2800 1 2960 3200 3600 4000 100 1 2700 3500 - 1 3700 f 4000 4500 } 5000 150 HARDWARE TO BE HOT 1 4000 1 4200 1 4600 6000 6750 7500 200 5400 1 7000 1 7400 8000 9000 I 10000 LENGTH PER PLAN / MIN. 18 C.S.P.-12 GA. TYPICAL THROUGHOUT I I - ,PER PLAN. 6' MINIMUM WiDTH, LENGTH, RIP-RAP SIZE A AND FILTER ROCK SIZE PER PLAN PLAN VIEW NTS SIMILAR TO RS D-70 2.1 OR FLATTER IF SO SPECIFIED ON PLANS TYPICAL THROUGHOUT SEE SECTION 300-6 II!1I:::juIi_IS.SPE. PER PLAN, MINIMUM A '6O-C-3250 CONCRETE A A SECTION A-A SORS D-70 CHANNEL OR, "aANCHORS PER PLAN RIP RAP PER S1D. 0-40 NTS NO COARSE SEE DETAIL A SIMILAR TO SDRS 0-72 EGRATE \ I • I1a CITY E,gINEER DATE SUPPLEMENTAL STANDARD NO. Z.. 'R .1 t A L.STANDPIPE-180 PIPE,MINIMUM WITH NO PERFORATIONS 6 REBAR.SPACED O.C. AROUND USER CIRCUMFERENCE STEEL PLATE I,* RED PAINT 3/8x 2x STRIPE ALL fl3+ PIPE O.D. : RCUND RISER 1 IKE I.D NS : APPROVED DATE CITY OF CARLSBAD TEMPORARY ___ DESILTATION BASIN OUTLET - AND CAPACITY TABLE .4 (E tIt.O CFS I I I I I I I 1 I 1 I I I 1 I I I I I P&D Consultants - 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date Client Sheet No. Of ' Checked Date Job 34 Th-Rk Job No. /7oa RSER CL(ULVOt4 1F%04 "TV ?US LOW CL)V NZT FLOW Lus) 4EAD & J is 0 .5 16 / 1.5 '1 18 - 05 % (c (.5 -z4- (A U-0 W ,-, Use C.Fc : . USE. 1.0 H , U fr . UE Z4 j 4EAb 1 I I I I I I I I . I I I 1 I I I) I RISER INFLOW CURVE scs - .• Boo - Risei I 600 - • -.----'-•. 1.81 00 - I I.. '00 - ......... 5001 - I 60 60 50 - '0 10 - Mi ll /JZv/iJ/LY .LIJ I • :- . I_rHI: . ;_ :j ./// /: j:.:.::...........--::. :•:::;-:i•;( ..: a, •4•1 0.3 O.1 05 06 0.• 1.0- 2.0 io '. .0 t3 6L 830 HEAD (FEET) I _ _ O r/o"t1 - --..--•• . __--___ ____ 7i ir77tN ,q51T\/ . 7 Z 7Jf(I jiô,-vMsi'1) qç )f73 Ok /Y/95E5f -7,46- 2-5 4—t4 CA'ACfl t ItE 1890 .- ..---------.- _ SEE DETAIL B I rL S 43(. cf BASIN CAPACITY TABLE IN CUBIC YARDS) TRACT AREA (ACRES) AVERAGE SLOPES _____ 2% 57. I 8% I 1 10% ,12%l 157. 10 270 350 1 370 400 450 J 500 15 JQO 420 460 600 675 1 750 20 !90 700 740 800 900 1000 40 1080 1400 1480 1600 1800 2000 80 2160 2800 2960 3200 3600 I 4000 100 1 2700 3500 3700 4000 4500 [ 5000 150 4000 4200 4600 I 6000 6750 7500 200 5400 7000 74001_8000 9000 10000 j- LENGTH PER PLAN f / MIN. 180 C.S.P.-12 71CAL THROUGHOUT - PER PLAN 6' MINIMUM B -rig A I WiDTH, LENGTH. RIP-RAP SIZE A / AND ALTER ROCK SIZE PER PLAN LSTANDPIPE-180 PIPE,MINIMUM V1TI-j NO PERFORATIONS #6 REBAR.SPACED 60.C. AROUND RISER CIRCUMFERENCE STEEL PLATE 4 RED PAINT 3/8x 12x STRIPE ALL AROUND RISER r PIPE O.D. PLAN VIEW N TS SIMILAR TO SDRS 0-70 2:1 OR FLATTER IF SO SPECIFiED ON PLANS TYPICAL THROUGHOUT SEE SECTION 300-6 SID. SPECS. SLOPE PER PLAN, I L.NNLS6OC32SO CCNCF ANCHORS PER PLAN NO.2 COARSE 'SEE DETAIL A AGCRECRATE \ I NTS SIMILAR TO SDRS D-72 +0.0. OF RAIN - PIPE DRAIN PIPEI IItI 4'+O IN .D. OF SECTiON B—B DETAIL A NTS NTS 1 1/2x 2 A-36 STh ANGLE 3/8 PLATE r LOCATIONS 1/2ø MB w/ NUT & WASHER - - 1) DESILTA11ON BASINS BUILT ON LOTS ADJACENT TO DWELLINGS SHALL BE NOTES: COMPLETELY LINED WITH 3 GUNITE. 2) ALL STEEL PIPE AND HARDWARE TO BE HOT DETAIL B DIP GALVANIZED. AFTER NTS FABRICATION. I CITY OF CARLSBAD : L APPROVED DATE ZZI TEMPORARY CITY ENJINEER DATE CIT I DESILTA11ON BASIN OUTLET _______ •___ AND CAPACITY TABLE STANDARD NO.: i: 12 I I. I Tpoi- LTAT\ct oo 7-.-- 6i2 A'' CAc I (YU') 9O F'' A 4 z.S 1,Z) 1 I S USE l' A c- 400 + 1T.oL_ I -- - Qo Z. ucc. .i - - --- -- P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date JoI1161 Client C4,v ô.ç Sheet No. I Of Checked Date Job zONg p') Job No. oc ot 4Aj0X( ccrré. I I I I I I I I I I 'r -7.4 6.1 PE EENG co.E RtUTh CP. FO SSI L LTL 4 Ec t M u3 0 L V EL zo CXtDT-) -T'* 12tE) - '1AY U\\V ............. . V2 oE I I I I I I I I I - - - - - - - - - - - - - - - - - - - Zone 19 Park Site INLET SUMMARY TABLE (ON-GRADE) City of Carlsbad Job #75508 CAPACITY OF CURB INLETS LOCATION INLET NO. Q100 (cfs) A *y (A+Y)A3/2 LENGTH OF OPENING INLET SIZE REQUIRED REMARK Ambrosia Lane 65+45.00 (+1-) 65+00.00 (+1-) '66+50.00 (+1-) Left 1.7 0.33 0.33 0.33 0.22 0.36 0.29 0.41 0.57 0.49 6 15 9 7 TYPE 'B-I" on Parking Lot on Parking Lot 5.9 3 16 10 TYPE 'B-I" TYPE 'B-i Parking Lot 7.6 03-3 0.39 0.61 18 19 TYPE "B-1 * From Chart1-104.12 "Gutter and Roadway Discharge -_Velocity Chart". fiie:5081NLET2 @ 11/6/01 She et I -- I I -- 2otE I ... . .. "Cec.-'i - CHEcY fc,.L.._A1_LANEL_ CL INL1 . GI 1 7 L 44) 3j . 44 CL . 9.0..0 Mil.rJ4 .-Qp 4 F)_ I TPE' Cu NL Q it4P: I.. - .--.----.---.------_ __ mx 2 I-...-. 1..-...- ..--.-----------------------___ I. I MENSIAlftOMMENFAMEMEM IIIIlIII!4IMIii WARIa'1•Iw•1 !IIWiIHM I 1 I -ZONE I OO \2x \2 cDx I \ GRATE__ WI!áVA FARIF P-1-7/8 OL9 _ __ !ME A J __V AWReticuline 0.8 _________________ fs- Tested flr. ~f i i Airii' - iiME wj MEN __iiiiiiiiii 0 11 ME 0 1 4IJ;: , , go; IN I I PAA !i0go.0,0z ps RAW- ON PAV P, A=CLEAR OPENING AREA I (WITH C 1 RI I 0 I 2 3 4 6 8 10 20 30 40 50 60 80 100 i I Lcos L DISCHARGE a (FT 3,) I CHART 11. Grate inlet capacity in sump conditions. I I 1 71 I . . . . . . . . . . . . . . . . I • P & D TECHNOLOGIES 401 West A Street • . Suite 2500 • San Diego, California 92101 I -Telephone (619) 232-4466 I I C--------( 3.00') ---------- >1 I * *"Water Surface ( O.251)"* * i * * * * ** * * * * * * * * * * * * I. I Rectangular ------------------------ Open Channel I FLowrate .................. 4.342 CFS Velocity ..................789 fps I Depth of Flow .............0.250 Critical Depth ............0.402 feet feet Total Depth ...............0.250 feet Base Width ................3.000 feet I Slope of Channel 2.000 % X-Sectionat Area 0.750 sq. ft. Wetted Perimeter 3.500 feet I AR -(2/3) ..................0.269 Mannings 'n' ..............0.013 I 1 I I I I --1; It I I I I I I 1 I 1 I I I I I I I I I I Anchor 4 bars continuous A ---UJi A 4_ rg Anthor Monolithic -----i--4: Gutter #4x3'' Ill Dimensions shown on plans Line 4j .._cUrt) PLAN #4 @ 3" C.C. I See Anchor Detail. Elev. shown an Manhole frame and cover, see drawing M-2 \ Elev. shown on plans ______ 4 mm. #4@ 6" C.C. #@C.tote/$ I Slope Channel J 1 112" For construction through SECTION A—A existing curb-Existing Gutter For all new construction- Monolithic Gutter Full Weld\ \-e #5 bar fNo 11 10" 2 1/2x rx 1/4x Galvinized Steel Angle ANCHOR DETAIL NOTES Concrete shall be 560.C.3250 Dinside diameter of pipe or depth of channel. Section to be sloped laterally with top conforming to the grades of the existing sidewalk and curb. Manhole frame and cover may be deleted with open channel. Trowel finish top surface and reproduce markings of existing sidewalk and curb. LEGEND ON PLANS Trowel finish floor of outlet. ri j Revision By Approved rDate SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL BY THE 5A DIEGO REGIONAL STANDARDS corTTEE Bar Size Cons. Slope Y CURB OUTLET - TYPE A DRAWING D-25 - NUMBER 3x 3 Construction Joint #4 @ 6" C.C. 3#4 3r , SECTION B—B P&D Consultants 401 West "A' Street Suite 2500 San Diego, CA 92101 619-232-4466 Im By Date 2/ / Client C-- Sheet No. I Of 20 or 2W (mm.) I all (tyo.) o = Pipe Diameter W = Bottom Width of Channel No. 4 Bars Flow A - PLAN Concre Y7 orW 20 or 2W SECTION B —B Filter Blanket _________ •: L r ''•__ Sill, Class 420-c.2000 Concrete SECTION A—A - I NOTES; 1. Plans shalt specify: Rock class and thickness M. Filter material, number of layers and thickness. 2 Rip rap shalt be either quarry stone or broken concrete -- : (if shown on the plans.) Cobbles are not acceptable. mm. 3. Rip rap shall be placed over a filter blanket which may be either granular material or plastic filter cloth. 4. See standard special provisions for selection of rip rap I 1 and filter .blanket. 3(min.) 5. Rip rap energy dissipators shall be designated as either Type 1 or Type 2. Type 1 shall be with concrete silt; Type 2 shall be without sill. SAN DIEGO REGIONAL STANDARD DRAWING Revision By Approved Date Sill, filter rrr etB. ia-f z I - 4- - . 4_4. _ • .• ________ RIP RAP DRAWING D-40 - ENERGY DISSIPATOR PICTORIAL VIEW - "'-lw Aggregate cutoff wall hannel invert C=; Construction Joint I I I I I I. I I I I I I I I I I I. 1 I cc CL J-e V FA I II II U. Pipe Collar (see note5}.( 'zi ' ---Jr 11 ii L e note 7 Tw-J _a b -End sill / I .14 rebars horizontal and vertical around fence post (typical). PLAN Note:. Riprap not shown. /-See note-7 2 Th notes 4 x Pipe . See Zi ~11%p Tb'_ 0.F: Inlet box ;opofs'inot5' lab above channel invert / SECTION A-A Pipe Dia (in) 18 24 3.14 30 36 42 1 48 54 60 72 Area (sq.ft.) 1.77 4.91 59 7.07 85 9.62 115 1 12.57 15.90 119.63 28.27 Max. 0 (cfs) 21 38 151 191 236 339 W 5'. 6" 5'.9' 8'.O" 9'.3" 10% r ii'.s'. 13'.O" 14'.3" 16'-S' H 4'. 3" 5'. 3" 5'. 3" 7'. 3" 8'. 0" 9 0" 15'. 8" 9'. 9" 10'J" 12'. 3" 1 7'. 4" 9'. 0" 10'. 8" 12'. 4" 14'. 0" 17'- 4-- 19'. 0127 - 0" a 3'. 3" 3'. fl" 4°. 7" 5'.3" T. 1" $'.13" 8'. 0" 6'.9" 8'. 11-155- 7.4" . 0" 8'. 0" 11.. 0" 9'.3' IT-9- b C 3" 2'-4" 1" i". 2'.10" 3'.4" T- 10" 4'-5- 4'.11" T-0- 0'. IF 4'.5" 5°.5" T-2" 1'. 0" 4'.11" 5'- 11" T-5- 1'. 0°' 6% 11" 2' 9- d 0'. 11" 0' 5" 1'. 2" F. 6" 1'. 4" 0'. 8" 3'.0" 1'. 7" 0'.B" 1*- 9" 0'. 1.0" 3'.111" a 1'. 3" 2'.6" 3'.5" g 2'.l" - 4=1 6'.2" Ti Tb - 1w 8" 7" 7" 10" 91/2" 91/2" 12" - 101/2" 101/2" Ta 7" 8" on plans. Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING Note 9 J ,,j -11 Cone J I. CONCRETE ENERGY DISS)PATOR eecouutNoco BY THE SAN DIEGO REGIONAL STANDARDS coNuirttt Ceo.nita, C C £ Isto' Oitt DRAWING NUMBER ,u. u1IIcn' Filter \ ' Facin in g Clase 18" Cloth Light Class 30" SECTION B-B Aggregate subbase bottom and sides 6" thick for facing class 9" thick for light class. NOTES - Design: Equivalent Fluid Pressure = 60 p.c.f. Maximum Outlet Velocity = 35 t.p.s. Concrete shall be 560.C-3250 Reinforcing shall conform to ASTM designation A615 and may be grade 40 or 60. Reinforcing shall be placed with 2" clear concrete cover unless noted otherwise. Splices shall not be permitted except as indicated on the plans. For pipe grades not exceeding 20%. inlet box may be omitted. If inlet box is omitted, construct pipe collar as shown. G. Unless noted otherwise, all reinforcing bar bends shall be fabricated with standard hooks. Five foot high chain link fencing, embed post 18" deep in walls and encase with, class B mortar. ha.a yandUty.so a) .jprap and aggregate base cutoff waD r1guire4. eUi,eoj9f pcapron. b) Filter cloth (Polyfilter X or equivalent) shall be installed on native soil and base, minimum of 1 ft. overlaps at joints. q Rin ran and nhhap r.berifiratinn shall he as shown I I I I I I I I I I I 1 I I I I I I I SUPPLEMENTAL TO REGIONAL STANDARD DRAWING ("D" SERIES) DRAWINGS D-1, D-2, 0-3, AND 0-4 REQUIRES the use of SDG-110 DRAWING 0-12 NOTES Amend note 3 to read: "When curb inlet opening height (H) exceeds 8 inch, install 1 inch steel protection bar." Amend note 4 to read: "Install additionall bars at 342 inch clear spacing above first bar when opening exceeds 16 inch." DRAWING D-19 NOTES Add: 3 Slotted drain installations shall be encased with 6 inch PCC (520-0-2500) all around and shall be poured monolithically with the curb and gutter. DRAWING D-40 SECTION B-B Amend 12D mm. to read: ID mm." In addition, show riprap and concrete channel drawn even with top of pipe. NOTES Amend note 1.13) to read: "Filter blanket material." Amend note 3 to read: "Riprap shall be placed over a geotextile filter fabric. Alter blanket material shall be placed under the fabric when specified." DRAWING 0-40 AND 0-41 Add the following: Design Velocity Rock (Ft,Sec)* Classification 6-10 No. 2 Backing 10-12 1/4 Ton 12-14 1,2 Ton 14-16 1 Ton 16-18 2 Ton SECTION OF RIP RAP * over 18 fps requires special design Revision By lApproved Datel CITY OF SAN DIEGO - STANDARD DRAWING amx - I. V. Roliirge - SUPPLEMENTAL TO REGIONAL STANDARD DRAWING ("0" SERIES) SHT. I OF 2 CITY OF SAN DIEGO STANDARDS COMMITTEE 2-7 COORDINATOR R.CZ 25902 DATE DRAWING SDD1OO NUMBER I I I I I I I I I I I I I I I I I I I DRAWING D-63 NOTES Amend note 3 to read: The O.D. of smaller pipe shall not be more than Mv-thirds (2 ,3) the size of the larger pipe's I.D. DRAWING 0-70 AND 71 Amend note 4 to read: "Channel fencing is required. Unless otherwise shown on the plans a chain link fence (per Standard Drawings M-6, and M-6) six feet (6')in height, with a top rail set atsix inches (61 inside easement boundary lines shall be constructed on both sides. Access points shall be. provided on both sides at 500 maximum intervals. Two ten foot (10') gates or one twenty foot (20) gate for vehicular access are required at a maximum of 1000 intervals and may be placed on either side. The remaining access points shall be four-foot (4) gates? DRAWING 0-75 NOTES Add: .3. Stucco netting shall be galvanized and shall have one and one-half inch (1-121 cover. CITY OF SAN DIEGO - STANDARD DRAWING I. V. Roflinge S.MV SUPPLEMENTAL TO REGIONAL STANDARD DRAWING ("D" SERIES SHT. 2 OF 2 CITY OF SAN DIEGO STANDARDS COMMITTEE COORDINATOR R.G902DATE DRAWING NUMBER SDD-100 BB BA -- / I I - I: : I t '.:::.:. I I I . H \W\\ Aj6' CFS Ji1..J. iL I / / i;/ $ \/; .. ''. ( . . / I / / ' . / I I . - , _, / 1 / / / ,/ / - / / - .. . 0 2 A C / / I / ' :: . / / - - \ , / 0. 2 ' Y " / , / / / ...... ... :...............: I i ' / / , / / / - , / . / / . / \ / s / / / / / .. I / I E / I / / / \ 882 I \ . - /• / - / ' ' ' ' I I / : ' / ( i I / , - 1 / I i 1,,,, / / - I I / ' / 2 ,2.7'AC ' ,.. .- -I) /..', / Al \ \ / H -I / 1 / I / I I ( I V - O 9 ,. A C ' I "i - ' . I / - I I. 0 C F_S / I I 123 MItI / / !,/ /' S_. S. ' ;, 4 4 / I. - - / i. .5 / ; .. - \.._ I 4v A El F I r .5 / .5 .5 5. i TI F / // / -- '. / F I S5 i .5.5 \\ , I / . .... ..'. \\V .... H/................................................................................./.:1// / / / ii j 1' •/ H /E / I / -' V' S. S. / 5. 'S I / / / 1 ( / I / / LI 1Q'I! 5. .5 / . _V- 'V - I / - // / i .5 1 I : VV / - / .5 \ \ 'S 5. .5 / / // 3 t).7 AC 4 'S l. )// S., I' J' ,, - __p- 'H 'S S. .- .I/' I -. . - I / ; / / I 1.2 CFS . : / - 1 T1 I " .. 1. ,, - - BAI 4 - - 'AS. \ ' / I 4 . / ___ I / / / 4 ../ I 2 II , .. ' - 9.1 AC t I ( 1 I I S 7/ B1 / 'S " / / 4 7 / .5, 5. 4 4 / I I / "\. 4.3 AC 'H / I S. 5, " ' ,,//' " I / F / ' / I 'St 7.1 CES I . 4" I , 'S 'S I -. - - - / / 5, I 5, / - ' : .. -- / V_ 0.2 CFS I/ 'S / / l V - - r - . 'SI. 01 / BD V , 7 4 - • V V 0 .0 F / 20 AC 'S V V V : -L .5 - . ___ __ -" V (32) V j . I ) v V - - 4.. . . 1 I V5, I iV___ ,\f /V L I I ....- '-- BE 2 - V I - 5. / I" /1 V , I ltl.S.__,,,,,_, j ; 1 .5 .,, I ' * , I .5 .5 7.1 - i17.1 ) "V 3.4 i.0 1 4 IIj5:J 1 BC 5. ,_)/"' V 7 1 1 1 1 4. 4 'S V II 4 1.4 AC ''' k--.--- I / -.. / V - V .. 1 11 / - \; 2.6 CFS 'I4It - 'S l I II I I ..l I F " V ( I V / - / LLJ\ 80' 0' 80' 120' 180' 1 "SN. V " .':: ______________________ 5' 1 M'N_ "' :4, Vi L.EGE?'D I 3 1! V -i' j BE3' j 1 J - I I - __ - FJ'E '7 '7 I A. V V _____ ft 7 , I S / U -- - I . f (%i / V9. V ___ I /I //. ............................................................. ....: ._V._.V:yr,_ ......................................................j1:I5 . - / 4' - I V I V " ,I ___ - 1 zr -- -+ I AfVT. ' , NXENL4VBER 8 PREPA RED B S. * - - / I E - / ir'l 401 WEST "A"STREE7 SLI/TE 2500 . •'S:I ..' 9.5CFS; ., ................ "i ..,.... .. . '£4 N DIEGO, CAL /FORN/A 92101 . . . ,H . TEL £7 6 19,) 232-4466 FAX 234-3022 . . . . . . ... .. . . . . . ,', IDWcNAME: P/ENG'R/755O8/AD/HYDRQ/5O8HYD-XE . .. . (1 : />sj 75, 508HYD-XE.wg 9-26-01 . . . . . V ' '' 1 " .,, . . . . .. , , . . V . . . ., . .. . I, 1 11t W11I J//!,'/ / ' I \\\ \\\\ \\ APPROX3.9 AC ;. H 71 e. F. 74 CFS" - I / Ww /1409 10) - A 7 L \ / / - AIOl TT / /11 // / /1 E iji —T —TT - - -- TTTu - — - DI I / / / / 7 / // / 1 1 / I / RECORDED 6 IAà 1NSTRUMN -- k A 50 FOOT WDE TEMPORARTA Y EASEMENT DISTRICT FOR CONSTRUC71ON PURPOSES, 7-RECORDED, ON APRIL 16, ~1992 AS 1-10221 F-2 NO I NN" INSTRUMENT NO. 1992-0221640 OF OFFICIAL IN 2 AC 2J)AC,` T 15 15 FOOT WDE EASEMENT GRANTED TO BLIC "MUNICIPAL WATER DISTRICT FOR PU Ul"TIM INCIDENTAL PURPOSES, RECORDED 2 1 _ MARCH 20 1992 AS INSTRUMENT NO / — - - --. - - - o I \ \ — / ' 1 192-015586 OF OFFiCIAL RECORDS Ik IT \ T \ N. j'\\\'--- 1•1 -AOTF0TWOE TEMPORARY EASEMENT GRANTED 10 CARLSBAD MUNICIPAL WATER 7/ - - DISTRICT FOR CONSTRUCTION PURPOSES ' -RECORDEDONMARCH 2O1992AS .NO 992-0155861 OF OFFICIAL I 17 /i / -- — - -fl--- 3. I : - / / / / t - • I A 8 J RECORDS / / 1 • 7 ij / ,/. Iii - , / I .- — / B I a - - - -.. I,> I L ). 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