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Home My WebLink About; Drainage Study for Zone 19 Community Park; Zone 19 Community Park; 2005-03-31Mi 1 m I DRAINAGE STUDY FOR ZONE 19 COMMUNITY PARK CITY OF CARLSBAD, CALIFORNIA November 21, 2001 (1^^ Submittal) February 15,2002 (2"^° 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 Lisa M Leweck, P.E. RCE 54320 Job No.: 175508 Registration Expires 03/31/05 By: NBA Checked: LL 1 1 id TABLE OF CONTENTS Section I. Introduction IL Project Description III. Methodology and Calculations IV. Conclusion APPENDICES Appendix 'A' - Existing and Developed Hydrology Calculation Appendix 'B' - Storm Drain Pipes Hydraulics Calculations Appendix 'C - Detention Basins and Miscellaneous Hydraulics Calculations FIGURES Figure 1 - Regional Map Figiire 2 - Vicinity Map MAPS Exhibit "A" - Existing Hydrology Map Exhibit "B" - Proposed Hydrology Map P/E/l 75508/Docs/Hyd/508sdn L INTRODUCTION The intent of this Drainage Study is to evaluate the 100-year and 10-year storm event drainage conditions for the Zone 19 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 predevelopment flow. (See Appendices A and B for detailed hydrology and detention basin calculation.) II. PROJECT DESCRIPTION The City of Carlsbad Community Park 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 boundary. There is also a Community Business Center to the north of the Park project. See regional and vicinity maps on the next pages (Figures 1 and 2). The existing drainage basins are partially draining to all sides ofthe site, with the majority of the site flowing to the north. The proposed developments within the Park Site consist of sport fields, picnic area, parking lots, maintenance areas, and a community building. The proposed development grading diverted flow from the existing drainage basins slightly. However, detention facilities are being proposed where the postdevelopment flow exceeds the predevelopment flow. Refer to Exhibits "A" and "B" for existing and developed drainage basins and to the site plan for location of detention basins. P/E/l 75508/Docs/Hyd/508sdn City ofCarlsbad Zone 19 Community Park Regional Map SITE , . •^«^«;^yMiw4^^ ;«.M :k :::-y m.\ 75r-. - '.'^ "V:"-', "''.V ; •>'• ^^^^^^^1^^ ^^^^ ^ ' no scale Vicinity IVIap m. METHODOLOGY HYDROLOGY METHODOLOGY Detailed hydrology and detention calculations for the project have been prepared for this report (see Appendix A and Appendix B). The fbllowing is a general description of the hydrology methodology used. I • '.' , - A rational method hydrology program was utilized to detennine the amounts of runoff. The program, prepared by Bonadiman and Associates, is based on the San Diego County Flood 1^ 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 San Diego. The rational hydrology method (Q = C* I* A) has the foliowing 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 MflTmal for runoff coefficients. P/E/l 75508/Docs/Hyd/508sdrt L-VvD USE RUNOFF COEFFICIENTS (RATIONAL METHOD) Coefficient, C Soil Group (1) A C D Undeveloped .50 .35 .40 .45 Residential: Rural .50 .55 .40 . 45 Single Family .40 .45 .50 .55 Multi-Units .45 .50 .60 . 70 Mobile Homes (2) .45 .50 .55 .65 Commercial (2) 80% Impervious .70 . 75 ,80 .35 Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. (2) 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: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = LSO% Revised C = .5° X 0.85 = 0. 55 8iJ APPENDIX :X Determination of Time of Concentration and Intensity Average rainfall intensity, in inches per hour is determined based on a time of concentration (Tc) 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) imder consideration. Determination of Area is the drainage area, or drainage basin, and is detemiined based on the path the rainfall will take when running downhill. The delineation between basins marks where the water will flow in varying directions. AU the rain falling within a basin will typically flow to the lowest point of the basin. P/E/175S08/Docs/Hyd/508sdr1 — /^aa - BOO - 7CO - £00 \ -SOO — 400 -300 -200 \ f Fee/ —sooc Z£)00 —Zooa I .36S c/^ccf/fe s/ooc ///7e (See ^ppc/te^/X )1'3) M//es /O — \ \ \ 2- \ \ \ /OO 'SO •40 ,30 \—2D as— NOTE [FOR NATURAL WATERSHEDS] a ADD TEN MINUTES TO j 5 COMPUTED TIME OF CON- E [CENTRATION- J 4— \ 4^ — /O — 5 - 2000 •/SCO • /£00 '/4O0 - /ooo '90O '800 ' TOO •SOO -SOD — 400 — IOO ^200 — 240 /SO /£0 /OO 30 80 70 • SO SO — 40 — 30 - 20 /8 /£ /4 /2 - /O 9 a 7 6 — 4- H SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL NOMOGRAPH FOR DETERMINATTON OF TIME GF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESLGN MANUAL^^ APPROVED />^_.A^L^ag^XOv COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS DATE APPENDIX X-3 S/o/:,a -- /O % £*cad • Oi^ef/t7/ic/ /7oir//hje '/^ Af//7£//es SAN DIEGO COUNTY DEPARTMENTOF SPECIAL DISTRICT SERVICES APPROVED DESIGN MANUAL URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APOENOIX X-C IV. CONCLUSION The rational method was used to calculate the total flow Q^QQ and Q^Q at the downstream points for existing and proposed basins. If the developed drainage basins were smaller (in acreage) than the existing drainage basins, no comparison of predevelopment and postdevelopment flow were made. Two detention facilities are proposed. Therefore, the proposed development will not have any impact on the existing drainage condition. One detention basin is located north of the project and one is located on the south of the soccer fields. These basins limit the postdevelopment flow to equal or less than the predevelopment flow. Flow Base criteria per NPDES regulations are being met as shown in the inlet calculations. P/E/l 75508/Docs/Hyd/508sdrt APPENDIX "A" < o 2: CD 00 Q I. C;+-> a 0 0 **-JZ 0 TD >— tl to 0 • •«-> H- C • 0 "r-QJ 'V! »— -a 0 QJ 0 -0 -o >)irj ^ •r-4-1 > . C >^ QJ 01 U 03 zn ^ to (J r— Z» (/> 0 ••— •<-> QJ u cr >^r-«/)+-».— r— U3 O} -M U •t- 0 m 4-» QJ a. M- 4- 0 C OJ IO • +j +j 13 Qi u xz B—* c -0 • 4-> tu 4J 1— O) c 1 -o » QJ "O Q> C t- Zl 0 c -a. tn T- >> c •f- n3 C c •r- >» • * to 4-> I- 0 0 Q> t/J r— c 0. QJ 0 Z (O JZ C nJ 0 *0 J= Qi 0 +J QJ 4J •tJ +J OJ C E +J +J r— 0) •r- JZ (O -U fO 4J c u. CL+J 4-» +-> JZ c n3 C J- T3 Zl •r- -r-•r" CT •r- CT 0 0 0 s- c -0 0 d 0. c d •r— •r- «f- ex. rv3 CL) QJ T- -f-•f— 0 OJ -r- r— +J u u i-JZ QJ Q. ra W OJ c? 0 C+J QJ QJ • •M jQ CX -M 4-> i- ir> i-1- I, S- . +J w <: •r- C Q. . 3: CL CL+-> QJ tn c Q. 3 i-l~ QJ C 1- 0 •1—0 in 0 T3 JZ V) -' to C T-•r— 0 0 E a.f— c: •f- t- 4-> •r- r~ OJ 4-* 03 to to fl3 VO JZ t, JZ u r—• fZ to -l-> OJ •0 u m Q. • r— C 4-> -r- W) vo 03 n3 QJ r— 0 £= S- W CM QJ JZ .«-> ^— 3 •*-> Q 4-> +* tn •r— 0 QJ ET bl CJ 0 td 0 •r- QJ 4J s- x: fo Q) •O JZ J= 0 f— H-J- r-JZ JZ n t u. OJ 1— E: 0 <; +j +j +j cu 0 0 C t- «-—»-0 r— CM to vol CNJ -r- O- CL. B Q o •r-* •4-> to u >» u c QJ 3 cr QJ s_ •o QJ 4-> O QJ QJ CO CsJ OL C JZ UD Cl. CL * -a: o II vo a. * -a OJ -t-> tn 3 •a CM C o •r- CT 0) Q£ 4-» OJ tn OJ Q O •M Ci (d u a. Q. <: +-> o u CO 6-Hour Precipitation (inches) OinotrtOifJ O to vo Lcin ro ro CM "A o CM in CM : Q(100) Existing File: 508sdrt 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: 08/01/01 Community Park'Site Existing Hydrology In The City of Carlsbad JN # 175508 "File:SOBHXh.RSD By:NBA ********* Hydrology Study Control Information ********** P&D Consultants, San Diego, California - S/N 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: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.400 . Adjusted 6 hour precipitation {inches} =_ 2.600 P6/P24 = 59.11 San Diego hydrology manual 'C values used -Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Initial subarea flow distance = 930.000(Ft.) Highest elevation = 328.00a{Ft.) Lowest elevation = 188.000(Ft.) Elevation difference = 140.000(Ft.) TC=[(11.9*0.1761-3)/[140.00)]-.385= 3.13 + 10 min. = 13.13 min. Rainfall intensity (I) = 3.676(In/Hr) for a 100.0 year storm 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 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 C;\civild\508HXh.out 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 min. 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 **** User specified 'C value of 0.450 given for subarea Time of concentration = 13.13 min. 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 = 0.331[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 min. 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: In Main Stream number: 1 Stream flow area = 10.300(Ac.) Runoff from this stream = 17.038(CFS) Time of concentration = 13.13 min. Rainfall intensity = 3.676(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.038 13.13 3.676 Qmax(1) = 1.000 * 1.000 * . 17.038) + = 17.038 Total of 1 main streams to confluence: Flow rates before confluence point: 17.038 Maximum flow rates at confluence using above data: 17.038 Area of streams before confluence: C:\civild\508HXh.out 10.300 Results of confluence: Total flow rate = 17.038(CFS) Time, of concentration = 13.126 min. Effective stream area after confluence = 10.300(Ac mxn. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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*0.1733-^3) / (138.20) ] ".385= 3.08 + 10 min. = 13.08 min. 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 Subarea runoff = 7.128(CFS) Total initial stream area = 4.300(Ac.) +++++++++++4-+++++++++++++++++++++++++++++++++++++++++++++++ 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 min. 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 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.000(Ac.) Runoff from this stream = .11.603(CFS) Time of concentration = 13.08 min. Rainfall intensity = 3.684(In/Hr) Summary of stream data: C:\civild\508HXh.out mm Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.603 13.08 3.684 Qmax(l) = 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 above data: 11.603 Area of streams before confluence: 7.000 Results of confluence: Total flow rate = 11.603(CFS) Time of concentration = 13.083 min. Effective stream area after confluence = 7.000(Ac. +++++++-f+++++++++++++++++++++++++++++++++++ +++++++++++++++ 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 = [11.9*length(Mi)^3)/(elevation change(Ft.))] .385 *60(min/hr) + 10 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*0.1364"3) / ( 52 . 00) ] . 385= 3.41 + 10 min. = 13.41 min. 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.) + +++ + + + + + + + + ++ + + + + + + + + + +++++++4-+++++++++++ + + + + + +++ + + +++ + -f+^ Process from Point/Station 3.200 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 = 2.000{Ac.) Runoff from this stream = 3.264(CFS) Time of concentration = 13.41 min. Rainfall intensity = 3.626{In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) C:\civild\508HXh.out 1 3.264 13.41 3.626 Qmax(.l) = 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 min. 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 min. TC = [1. 8* (1.1-C) *distance (Ft. ) ^ .5) / (% slope^ (1/3).] TC = [1.8*(l.l-0.5000)*( ISO.OOO'.S) / (16.000-^ (1/3) ]= 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.) + + + + + + + + + + + + + + + + + + + + + + + + + + ++++ + ++++-f+ + + + + 4- + +.+ +++++ + + + +++^ 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 min. Rainfall intensity = 6.639 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (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:\civild\508HXh.out mm. 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 min. Effective stream area after confluence = 0.100(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station . 5.200 **** INITIAL AREA EVALUATION **** - " . Decimal fraction soil group A = 0.000 Decimal fractidn soil group B = 0.00.0. 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 = 455.000(Ft.) Highest elevation = 328.800(Ft.) Lowest elevation = 292.000(Ft.) Elevation difference = 36.800(Ft.) TC=[(11.9*0.0862^3)/{ 36.80)]".385= 2.29 + 10 min. = 12.29 min. 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 = 5.858(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 min. Rainfall intensity = 3.835(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.868 12.29 3.835 Qmax(1) = 1.000 * 1.000 * 5.868) + = 5.868 Total of 1 main streams to confluence: Flow rates before confluence point: 5.868 C:\civild\508HXh.out 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 min. Effective stream area after confluence = 3.400(Ac. +++++++++++++++++++•+++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.300 **** INITIAL AREA EVALUATION **** 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 min. TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5000)*( 310.000".5)/(15.774^(1/3)]= 7.58 Rainfall intensity (1) = 5.237(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 1.047(CFS) Total initial stream area = 0.400(Ac.) + + + + + + + + + + + + + + + + + + + + + + +4- + + + + + + + + + -f+ + 4- + + ++++++ + + +++++ + + + + + + + +++ 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 min. -Rainfall intensity = 5.237(In/Hr) +++++ ++++++++++++++++++++++++++++++++++++++-f+++++++++++ 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.) Highest elevation = 328.500(Ft.) Lowest elevation = 276.000(Ft.) Elevation difference = 52.500{Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.55 min. TC = [1.8*(1.1-C)*distance(Ft.)".5)/{% slope^(l/3)] TC = [1.8*(l.l-0.4500)*( 480.000^.5)/(10.938^(1/3)]= 11.55 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:\civiid\508HXh.out +++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 2.156(CFS) Time of concentration = 11.55 min. Rainfall intensity =- 3.992(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) III 1 2 Qmax(1' Qmax(2) = 1.047 2.156 1.000 * 1.000 * 0.7 62 * 1.000 * 7.58 11.55 1. 000 0. 657 1. 000 1.000 1.047: 2.156: 5.237 3. 992 1.04 7) + 2.156) + 2.463 2. 954 Total of 2 streams to confluence: Flow rates before confluence point: 1.047 2.156 Maximum flow rates at confluence using above data: . 2.463. .2.954 Area of streams before confluence: 0.400 1.200 Results of confluence: Total flow rate = 2.954(CFS) Time of concentration = 11.548 min. 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 min. Rainfall intensity = 3.992(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2.954 Qmax(1) = 1.000 * 11.55 1.000 * 3. 992 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:\civild\508HXh.out mm. 2. 954 Area of. streams before confluence: 1. 600 Results of confluence: Total flow rate = 2.954(CFS) Time of concentration = 11.548 min. Effective stream area after confluence = 1.600(Ac +++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100' to Point/Station 7.200 **** 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 = 250.000(Ft.) Highest elevation = 328.800(Ft.) Lowest elevation = 294.000{Ft.) Elevation difference = 34.800(Ft.) TC=[ (11.9*0.0473'^3)/( 34 . 80) ] " . 385= 1.17 + 10 min. = 11.17 min.. 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.) ++++++++++++++4-+++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 7.200 to Point/Station 7.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.400(Ac.) Runoff from this stream = 2.570(CFS) Time of concentration = 11.17 min. Rainfall intensity = 4.079(In/Hr) Summary of stream data: Stream Flow rate , TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.570 11.17 4.079 Qmax(1) = 1.000 * 1.000 * 2.570) + = 2.570 Total of 1 main streams to confluence: Flow rates before confluence point: 2. 570 Maximum flow rates at confluence using above data: 2.570 Area of streams before confluence: C:\civild\508HXh.out 1. 400 Results of confluence: Total flow rate = 2.570(CFS). Time of concentration = 11.171 rain. Effective stream area after confluence 1.400(Ac mm. ++++++++++++++++++++++++++++4-+++++++++++++++++++++++++ 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)"3)/[elevation change{Ft. ]'^.385 *60{min/hr) + 10 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*0.0530-^3)/( 26 . 80) ] " . 385= 1. 48 + 10 min. = 11.48 min. 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.) + + 4-4-4-4-4-4-4-4-4- + 4-4-4-4-4-4-4- + 4-4-4-4-4-4-4-4-+4-4- + + 4- + 4-4-4-+4-4-4-4-4- + + 4-4- + 4-4- + 4-4-4-4-4-4-+++ + + 4-4-4-4- + 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 min. Rainfall intensity = 4.008(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.443 11.48 Qmax{1) = 1.000 * 1.000 * 4.008 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:\civild\508HXh.out 10 mm, Results of confluence: Total flow rate = 1.443(CFS) Time .of concentration = 11.476 min. Effective stream area after confluence = 0.800{Ac. +4-4-4-4-++ 4-+4-4-4-4-4-++ 4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-+ 4-+4-4-+ 4-++4-4-4-4-+4-++4-4-+ 4-+4-4-4-+ 4-4-4-4-4-4-4-+ Process from Point/Station 9.100 to "Point/Station- 9.200 **** 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. )) ]. 38 5 *60(min/hr) + 10 Initial subarea flow-distance = 320.0aO(Ft.) Highest elevation = 328.200(Ft.) Lowest elevation = 315.000(Ft.) Elevation difference = 13.200{Ft.) TC=[{11.9*0.0606'^3)/( 13. 20) ] . 385= 2.26 + 10 min. = 12.26 min. Rainfall intensity (I) = 3.841(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450. Subarea runoff = 1.210(CFS) Total initial stream area = 0.700(Ac.) 4-4-4--H 4-++ 4-4-4-4-4-4--H 4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-++4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-+ 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 min. 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.) -h 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-+ 4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 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 = 1.555(CFS) Time of concentration = 12.26 min. Rainfall intensity = 3.841(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.555 12.26 3.841 Qmax(1) = C:\civild\508HXh.out 11 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- 'f;: Results of confluence: Total flow rate = 1.555iCFS)_ Time of concentration =." 12.263 min. Effective stream area after confluence- = 0.900 (Ac.) ig End of computations, total study area = 27.500 {Ac.} C:\civild\508HXh.out 12 Q(100) Proposed File: 508sdrl 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 - S/N 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: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.400 Adjusted 6 hour precipitation (inches) = 2.600 P6/P24 = 59.1%" San Diego hydrology manual 'C values used Runoff coefficients by rational method 4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 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 min. TC = [1.8*(l.l-C)*distance(Ft.)".5)/{% slope"(l/3)] TC = [1.8*(l.l-0.9000)*{ 500.000".5}/( 3.400"{1/3)]= 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.) 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 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:\civiid\508hph.out 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 min. Time of concentration {TC) = 6.36 rain. IS 4-4-4-4-4-4-+ 4-4-+ 4-4-4-4--4-4-4-4-4-4-4-4-4-4--f-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-^ 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 Stream flow area = 3.200{Ac.) Runoff from this stream = 18.-879(CFS) Time of concentration = 6.36 min. Rainfall intensity = 5.864(In/Hr) 4-4-4-4-+4--^-f 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--f 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-44-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--f 4-4-+ 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.) Highest elevation = 318.000(Ft.} Lowest elevation = 302.000{Ft.) Elevation difference = 16.000(.Ft.) Time of concentration calculated by the urban- areas overland flow method (App X-C} = 15.84 min. TC = [1.8-^(1.l-C)*distance{Ft.)".5)/{% slope"(l/3}] TC = [1.8*(1.1-0.5000)* { 480. 000".5)/( 3.333"(1/3)]= 15.84 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.) 4-4--f 4-4-4-4-4-4-4-4-4--h 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--h 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-+ 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 = . 4.559(CFS) Time of concentration = 15.84 min. Rainfall intensity = 3.256(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min; Rainfall Intensity (In/Hr) 1 li 2 Qmax(1) = Qmax (2) = 879 559 000 000 0.555 1.000 6.36 .15.84 1.000 * 0.402 * 1.000 * 1.000 * 5.864 3.256 18 . 879} -1- 4.559) 4- = 18.879) -t- 4.559) •(- = 20.710 15.042 C:\civild\508hph.out Total of 2 streams to confluence: Flow rates before confluence point: 18.879 4.559 Maximum flow rates at confluence using above data: 20.710 15.042 Area of strea-ms before confluence: 3.200 2.800 Results•of confluence: Total flow rate = 20.710{CFS) Time of concentration = 6.363 min. Effective stream area after confluence = 6. 000 (Ac) + ++++++++++ + + + + + ++ + 4-+ ++4.4-4- + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4:4-^ 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 min. Time of concentration (TC) = 6.55 rain. + + + + +4-+ + + + + + +++ + ++++ + + +++++4. + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--f 4-4-4-4-4-4-4-4-4-4-4-^ 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 = 20.710(CFS) Time of concentration = 6.55 min. Rainfall intensity = 5.754(In/Hr) Program is now starting with Main Stream No. 2 -I--(. .^+++ + + + + +++ +-I--I--I--H-H4--I--H-t-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 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*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.9000) *{ 488.000".5)/( 1.230"{1/3)]= 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:\civild\508hph.out Total initial stream area = 1.600(Ac.) 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-14-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 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 min.- Time of concentration {TC) = 8.87 min. 4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--t-4-4-4-4-+ 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 strsara -= 7. 645 (CFS) Time of concentration = 8.87 min. Rainfall intensity = 4.731(In/Hr) 4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+• 4-4-4-4-4-4-4-4- 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 min. TC = [1.8*{l.l-C)*distance{Ft.)".5)/(% slope"(l/3)] TC = [1.8*{l.l-0,5000)*( 960.000".5)/( 1.875"(1/3)]= 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.) 4-+ 4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 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 min. Rainfall intensity = 2.301(In/Hr} 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:\civild\508hph.out I 4-4-+ 4-4-4-4-+ +4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--f 4-4-4-4" Process from Point/Station 2.300 to Point/Station 2.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 2.761(CFS) Time of concentration = 27.14 min. Rainfall intensity = 2.301(In/Hr) Summary of stream data: Stream No. Flow rate {CFS) TC -{min; Rainfall Intensity - (In/Hr }- 1 2 Qmax{1) Qmax(2) = 7.645 2.761 1.000 * 1.000 * 0.48 6 "* 1.000 * 8.87 27.14 1.000 * 0.327 * 1.000 * 1.000 * 4 .731 2.301 7.645} + 2.761) + = 7,645} -f 2.761} + = 8.548 .6.479 Total of 2 streams to confluence: Flow rates before confluence point: 7.645 2.761 Maximum flow rates at confluence using above data: 8.548 6,479 Area of streams before confluence: 1.600 2.400 Results of confluence: Total flow rate = 8.548(CFS) Time of concentration = 8.875 min. Effective stream area after confluence = 4.000{Ac 4 + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4- Process from Point/Station 2.200 to Point/Station 2.400 **** PIPEFLOW TRAVEL TIME {Program estimated size) *•*** Upstream point/station elevation = 291.000{Ft.) Downstxeam point/station elevation = 188.000(Ft.) Pipe length = 300.00{Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 8.548(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 8.548(CFS) 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 min. Time of concentration (TC) = 9.08 min. 4-4-4 4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 2.400 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS **** C:\civild\508hph.out I w I I I I I I I p I I I I I I > I 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 min. Rainfall intensity = 4.663(In/Hr) Program is now starting with Main Stream No. 3 4 4-4 4-4-4-4 4-4-4-4-4-4-4-4-4-+ 4-4 4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 3.00a to Point/Station 3.100 **** INITIAL AREA EVALUATION **** 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.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.09 min. TC = [1.8*(l.l-C}*distance(Ft.}".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) = 6.850 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = Q.500 Subarea runoff = 5.138(CFS) Total initial stream area = 1.500(Ac..) 4 4 4-4 4-4--H 4-4-4-4 4-4-4-4-4-4-4--f 4-4-4 4 4 4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 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 min. Time of concentration = 5.15 min. 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.) C:\civild\508hph.out Total runoff = 9.372{CFS: Total area = 2.90(Ac.) 4 4-4-4-4-4 4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-• Process from Point/Station 3.100 to Point/Station **** SUBAREA FLOW ADDITION **** -4-4-4-4-4-4-4- 3.200 - 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 = 5.15 min. 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 = 1.815{CFS} for 0.600{Ac.) Total runoff = 11.186(CFS) - Total" area = 3.50{Ac.) 4-4-+4-4-4-4^ 4-V 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 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 = 5.15 min. 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.} 4 4-4-4-4 4 4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4 4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4- 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 = 12.396(CFS) Time of concentration = 5.15 min. Rainfall intensity = 6.721(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [min; Rainfall Intensity (In/Hr) 1 2 3 Qmax 20.710 8.548 12.396 1) = Qmax(2) = Qmax(3) = 1.000 1.000 0.856 0.810 1.000 0.694 1.000 1.000 6.55 9.08 5.15 1.000 * 0.722 * 1.000 * 1.000 * 1.000 * 1.000 * 0.786 * 0.567 * 5.754 4. 663 6.721 20.710) 4- 8 . 548} 4- 12.396} 4- = 20.710) + 8.548) 4- 12.396) + = 20.710) 4 8.548) + 37.494 33.931 C:\civild\508hph.out mm. 1.000 * 1.000 * 12.396} + = 33.527 Total of 3 main streams to confluence: Flow rates before confluence point: 20.710 8.5.48 12.396 Maximum flow rates at confluence using above data: 37.494 33.931 33.527 Area of streams before confluence: 6.000 ^ 4.000 3.900 Results of confluence: Total flow rate = 37.494(CFS) Time of concentration = 6.552 min.. Effective stream area after confluence = 13.900(Ac.) 4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 5.000 to Point/Station 5.100. **** 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 = 750.000(Ft.} 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 . 43 -i- 10 min. = 12.48 min. 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.) 4-4-4 4 4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4 4 4--H 4-4-4-4-4-4-4-f-4-4-4 4 4-4 4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station • 5.200 to Point/Station 5.100 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.500 given for subarea Time of concentration = 12.48 min. 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 Subarea runoff = 1.709(CFS) for 0.900(Ac.) Total runoff = 5.127(CFS) Total area = 2.90(Ac.) 4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4- Process from Point/Station 5.000 to Point/Station 5.100 **** 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 C:\civild\508hph.out [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 12.48 min. 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.) 4 4-4 4-4-4-4-4-4-4-4-4-4-4-4 4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4 Process from Point/Station 6.000 to Point/Station 6.100 II **** INITIAL AREA EVALUATION **** i^i? - • " ' User specified 'C value of 0.500 given for subarea Initial subarea flow distance = 14.000(Ft.) HI 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 min. TC = [1.8*(1.1-C)*distance(Ft.)".5}/(% slope"{1/3)] " TC = [1.8*(l.l-0.5000}*( 14.0Q0".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.) ; 44++ + +++ + + + + + + 4 + + + + 4 + +++ +++ + + + + + 4 + +++++++ +++ + + + +++++ ++++ + + + + -j-(--f-(-(--)-t-++ + 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 min. Time of concentration = . 5,62 min. 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,) ++++++++++++++4++++4+++++++++++++++++++++4-++++++++++++++++++++++++++++ Process from Point/Station 4.000 to. Point/Station 4.100 * * * * INITIAL AREA EVALUATION **** User specified 'C value of 0.500 given for subarea C:\civiid\508hph.out Initial subarea flow distance = 2QO.O0O(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*(l.l-C)*distance{Ft.)".5)/(% slope"(l/3}] TC = [1.8*(l.l-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 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 min. Time of concentration {TO = 12.84 min. + 4 + + + ++ + + 44 + + + + + + + +++ + + + 4+++ +++ + + +++ + + +++++ + + + +++++++ + + + + + ++++++ + -H--!--(.+ 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 = 4.256{CFS) Time of concentration = 12.84 min. Rainfall intensity = 3.728(In/Hr) + + + + + +++ + + + + + +4 + + +++ + + + + 4 + + + ++++ + +++++ ++++++ + + + + + + + ++++++ +++++ + + +++-(--I--I- 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 min. TC = [1.8*{l.l-C)*distance{Ft.}".5}/(% slope"(l/3}] TC = [1.8-*(1.1-0.7000)*( 200.000".5)/{ 6. 000" (1/3) ] = 5.60 Rainfall intensity (I) = 6.365 (In/Hr) for a 100.0 year sto-rm . Effective runoff coefficient used for area (Q=KCIA) is C = 0.700 Subarea runoff = 1.337(CFS) Total initial stream area = 0.300{Ac.) C:\civiid\508hph.out 10 i^"l'' ++++++++4+4++++4++++++++++++++++++++4+++++++++++++++++++++++++++++++++ Process from Point/Station 4.^00 to Point/Station 4.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.300(Ac.) Runoff from this stream = 1.337(CFS) Time of concentration = 5,60 min. Rainfall intensity = 6.365(In/Hr} ++++++++++++++++++++ Process from Point/Station **** INITIAL AREA EVALUATION ++++++++-r+'+++++++++++++++++++++++++++++++++ ^4^200 to Point/Station 4.300 User specified 'C value of 0.900 given for subarea Initial subarea flow distance = 100.000(Ft.) Highest elevation = 306.000(Ft.) Lowest elevation = 294.OOO(Ft.) Elevation difference = 12.000(Ft.} Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.57 min. TC = [1.8*(l.l-C)*distance{Ft.)".5)/(% slope"(l/3)] 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) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.850(CFS) Total initial stream area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++44++++++++++++++ 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 = 1.850(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.850{In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min; Rainfall Intensity (In/Hr) 1 2 3 Qmax(1 Qmax(2) = Qmax(3) = 4.256 1.337 1.850 1.000 0.586 0.544 1.000 1.000 0. 929 1.000 1.000 12.84 5.60 5.00 1.000 * 1.000 * 1.000 * 0.436 * 1.000 * 1.000 * 0.389 * 0.892 * 3.728 6.365 6.850 4.256} + 1.337} + 1.850} + = 4.256) 4- 1.337) + 1.850) + = 4.256) -t- 1.337) + 6.045 4.912 C:\civild\508hph.out 11 1.000 * 1.000 * 1.850) + = 4.699 Total of 3 streams to confluence: 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: III Total flow rate = 6.045 (CFS} '^^'^ Time of concentration = 12.844 min. Effective stream area after confluence = 2.800(Ac. +++++++++++++++++++++++++++++++++++++4+++++++++++++++++++4-++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation = 294.000{Ft.) Downstream point/station elevation = 276.000(Ft.} 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} Normal flow depth in pipe = 8.26(In.) Flow top width inside pipe = 11.11 (In.) Critical depth could not be calculated. Pipe flow velocity = 10.48(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 13.51 min. +++++++++++++++++++++4+++++++++++++++++++++4++++++++++++++4+++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nuinber: 1 Stream flow area = 2.800(Ac.) Runoff from this stream = 6. 045 (CFS) Time of concentration = 13.51 min. Rainfall intensity = 3.608{In/Hr) Program is now starting with Main Stream No. 2 +++++++++4++++++++4+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.400 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given fbr subarea Initial subarea flow distance = 200.000(Ft.} ^ Highest elevation = 313.000(Ft.) Lowest elevation = 309.000{Ft.) Elevation difference = 4.000(Ft.) ' i^S'-^^ Time of concentration calculated by the .jjxban—— \-:. ]- areas overland flow method (App X-C) =j 12.12 min. X^V" TC = [1.8* {l.l-O *distance{Ft. ) ".5) / (% siope"Ti/3Ty " "'"" TC = [1 . 8-*(1.1-0. 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 C:\civild\508hph.out 12 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.) Calculated individual 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 min. Time of concentration (TC) = 12.67 min. +++++++++4+++++4++44++++++++++++4+++++++++++++++++++++++++++++++++++++ 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 min. Rainfall intensity = 3.761(In/Hr) Program is now starting with Main Stream No. 3 +4+4++++++4+++++4+++++++++4+++4+4+++++4+++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 **** INITIAL AREA EVALUATION **** 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 min. TC = [1.8*(l.l-C)*distance(Ft.}".5}/{% slope"{l/3)] TC = [1.8*(l.l-0.5000)*{ 100.000".5)/( 36.000"(1/3)]= 3.27 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 = 0.343(CFS) Total initial stream area = 0,100{Ac.) ++++++++++++++++++++++++++++++++++++++4+4+++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 **** STREET FLOW TRAVEL TIME 4 SUBAREA FLOW ADDITION **** Top of street segment elevation = 289.000(Ft.) End of street segment elevation = 276.000(Ft.) C:\civild\508hph.out 13 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's N 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) Streetflow 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 min. 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 = 2.211{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 min. 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 min. Rainfall intensity = 5.346 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 6.045 13.51 3.608 C:\civild\508hph.out 14 4 . 450 12. 67 3 .761 2. 748 7. 34 5 .346 1. 000 * 1. 000 * 6. 045) + 0. 959 * 1. 000 * 4, 450) + 0. 675 * 1. 000 * 2. 748) + — 12. 168 1. 000 * 0. 938 * 6. 045} + 1. 000 * 1. 000 + 4. 450) + 0. 704 * 1. 000 * 2. 748) + = 12. 051 1. 000 * 0. 54 4 * 6". 045} + 1. 000 * 0. 580 * 4. 450) + 1. 000 * 1. 000 * 2. 748)-+ = -8. .614 2 3 Qmax(1} Qmax(2) = Qmax(3) = Total of 3 main streams to confluence: Flow rates before confluence point: .6. 045 . .4 . 450 2.748 Maximum flow rates at confluence using above data: 12.168 12.051 8.614 Area of streams before confluence: 2.800 - 2.300 1.000 . Results of confluence: Total flow, rate = 12.168(CFS) Time of. concentration = 13.512 min. Effective stream area after confluence = 6.100(Ac.) End of computations, total study area = 26.100 (Ac. C;\civild\508hph.out 15 I? 2: CO »—« o I. SZ UJ a L. 0 0 v*. JZ 0 •0 1— C tn 0 ^_ C • 0 'r-QJ QJ * to >,i-"O QJ •r— 4-) > . C >i OJ vo to V.1 J- QJ 31 "O »o u r— 3 (Z J= 3 3 tn 0 -r-<•> QJ CJ 0 CT >,r— VI +J ,~ r_ •r- VO OJ 4-> 0 QJ C_ CT r— c CT i- C C c •r— re 0 II • Oi OJ »f- 3 *r-OUT) tz S-s-•r— c: cc c 0 c ^ re -•-» vo CM •r- "O (_3 vn OJ CL re a. a. •4-> e QJ c s-i- C +J QJ re . •r- 0 +-> 3 • OJ QJ U JZ E '-^ c -0 • * tn +J QJ 4-> r— QJ c •r-1 -a >^ cr OJ QJ ^ ,10 c cr* 0 >, QJ cr 0 QJ C t. 3 0 c • CL +J fsJ 0 vn •<- >, c in to •r- (O C 4J S- 0 on QJ •r- >» tn 0 rvl to c CL QJ -0 0 z: to -r-JZ c: re 0 0 J: QJ 0 -M QJ 4-> +j +J QJ C * QJ •r— E +J +J (— 0) •I- JZ ta re 4-» re It « 1-1— 4J-C 5-+j JZ c C JZ ra c $- -a 3 •r- -r— CT •r~ CT CM re 0 0 0 S- C X3 U C= Q. c 3 fZ u 0. " E c u •r- v^- O. TO -Q 3 • CU CL -!-> +j i_ to s-T- i-s- -+J in CT C II <: T- c (o cu • 5 0. 0.4J QJ in C B OJ *r— VO 0. 3 t. QJ C •r- 0 U-s-cu t-*»- 0 tn 0 T3 J:I to ..^ • re C T-•r— Q u. -Jt +J 0 0 e CL»— c: •.- J- +J S- JZ •r- r— tt) +J Lu 0 V*-QJ to ra ' to vo JZ S-JZ 0 c re •0 -a +J OJ •r- tJ C QJ Qi * tn Q. . .— C +-»T- -;r tn to QJ re QJ r— 0 . 0 +J 4-> cz QJ ca cn tn CM QJ • JZ ^— •f" in 0 E JZ tn 3 t-3 +J Q +J % +J tn 4-> QJ il 3 II •f— 0 QJ IZ tn ••-> *o a 0 re 0 •r- OJ re f— •<-> II 4-> S- <3- JZ ro QJ "O JZ JZ 0 »— *f-S- f— JZ JZ u QJ vo •0 u u U. CM h- E Q < +J 4-> +J CL 0 0 CL •f— to 0. +J 1—» OJ •~* Q. •r— ^—^ CL 0 CM CO to «3: 0 r-CM CO 6-Hour Precipitation (inches) Oiooinom o LO » CM O to CM' I-^ -es- Qn 0) Existing File: 508sdrt mm. 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: 08/01/01 Community Park Site Existing Hydrology In The "city ~of Carlsbad JN"T"175508 File:508HXt.RSD By:NBA ********* Hydrology Study Control Information ********** P & D.Consultants, San Diego, California - S/N 558 Rational hydrology study storm event year is 1^. 0 English (in-lb) input data Units used English -(in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Initial subarea flow distance = 930.000(Ft.) Highest elevation = 328.000{Ft.) Lowest elevation = 188.000(Ft.) Elevation difference = 140.000(Ft.) TC=[(11.9*0.1761"3}/(140.00}]".385= 3.13 + 10 min. = 13.13 min. 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:\civild\508HXT.out 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 min. 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.) Total runoff = 10.491{CFS} Total area = 9.70{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 min. 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 = 0.216{CFS) for -0.200{Ac.) Total runoff = 10.707(CFS) Total area = 9.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-+++++++++ 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 min. • . - 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.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.300(Ac.) Runoff from this stream = 11.140(CFS) Time of concentration = 13.13 min. Rainfall intensity = 2.403(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.140 13.13 2.403 Qmax(1) = 1.000 * 1.000 * 11.140} + = 11.140 Total of 1 main streams to confluence: Flow rates before confluence point: 11.140 Maximum flow rates at confluence using above data: 11.140 Area of streams before confluence: C:\civiId\508HXT.out mm. 10.300 Results of confluence: Total flow rate = 11.140(CFS) Time of concentration = 13.126 min. 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} 4 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*0.1733"3.} / (138.20) ] ". 385= .3.08 + 10 min. = 13.08 min. 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 frac-tion soil group D = 1.000 [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 13.08 min. 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.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.200 **** CONFLUENCE OF MAIN STREAMS **** The foilowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.000(Ac.) Runoff from this stream = 7.587{CFS) Time of concentration = 13.08 min. Rainfall intensity = 2.409(In/Hr} Summary of stream data: C:\civild\508HXT.out mm Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.587 13.08 2.409 Qmax(1) = 1.000 * 1.-000 * 7.587) + = 7.587 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 min. Effective stream area after confluence = 7.000(Ac +++++++++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++ 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 = [11.9*length(Mi)"3)/(elevation change{Ft.))]".385 *60(min/hr) 4 10 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*0.1364"3)/{ 52.00)]". 385= 3.41 + 10 min. = 13.41 rain. 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 **** 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 min. Rainfall intensity = 2.371 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) . (min) (In/Hr) C:\civild\508HXT.out 1 1 2.134 13.41 2.371 Qmax{1) = 1.000 * 1.000 * 2.134) + = 2.134 Total of 1 main streams to confluence: Flow rates before confluence point: 2.134 Maximum.flow rates at confluence using above data: 2.134 Area of streams before confluence: 2.000 Results of confluence: Total flow rate = 2.134(CFS)- Time of concentration = - 13.405 min. Effective stream area after confluence = 2.000{Ac. + + + + + + + + +++ + + + + + + + + +++++ + + + + + ++-f-++ + + + -H--(--(--H. + + -l.-t.-I--(--,-4. +++ + + + + +++++ +++^. + ^.+ 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 min. TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"{l/3}] TC = [1.8*{l.l-0.5000)*( 150.000".5)/(16.000"(l/3)]= 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 Subarea runoff = 0.217(CFS) Total initial stream area = 0.100(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + -|--|--|--(.-l--)--(--).-|--l--t. + -H-4--|--^++4. + + +++++ + +++ + + 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 = 0,217(CFS) Time of concentration = 5.25 min. Rainfall intensity = 4.341(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.217 5.25 4.341 Qmax(1) = 1,000 * 1.000 * 0.217) + = 0.217 Total of 1 main streams to confluence: C:\civild\508HXT.out mm. Flow rates before confluence point: 0.217 Maximum flow rates at confluence using above data: 0.217 Area of streams before confluence: 0.100 Results of confluence: ' . Total flow rate = 0.217(CFS) Time of concentration = 5.249 min. Effective stream area after confluence = 0.100(Ac.) +++++^.4-H-^-H-f.-,-H-,-^+ + -H-(-4. + + +++ +++ + + + +++++ ++++++ +++++++ + + ++++++++4-++++++ + 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 = [11.9*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. 0862"3)/( 36.80)]".385= 2.29 4 10 min. = 12.29 min. 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.) ++^.+-^-++++-l-+++-j-l-l-++-l-^-+-l-++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 3.837(CFS) Time of concentration = 12.29 min. Rainfall intensity = 2.508(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.837 12.29 2.508 Qmax(1) = 1.000 * 1.000 * 3.837) + = 3..837 Total of 1 main streams to confluence: Flow rates before confluence point: 3.337 C:\civild\508HXT.out Maximum flow rates at confluence using above data: . 3.837 Area of streams before confluence: 3.400 Results of confluence: Total flow rate = 3.837(CFS) Time of concentration = 12.290 min. Effective stream area after confluence = 3.400{Ac ++-•--I-^--^+-t-44+++++++++++++++++++++++++++++++++++++-^+-^-^-^--^-|-|--^.-|--^--f-^-^.-!.+++-(.+-(-++ Process from Point/Station 6.100 to Point/Station 6.300 **** INITIAL AREA EVALUATION **** 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 min. TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{l/3)] 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 Effective runoff coefficient used for area (Q=KciA} is C = 0.500 Subarea runoff = 0.685(CFS) Total initial stream area =. 0.400(Ac.) + -t--H--t-4-4- + +++ + + + + + + + + + + + + + + ++ + + + + + +++++ + + + + + + +++ + + + + + + + -|.+.-f+-t.-(--(--(--(--n. + -|--|- + + + 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 = 0.685(CFS) Time of concentration = 7.58 min. Rainfall intensity = •3.424(In/Hr) ++ ++++++++++•++++++++++++++++++++++++++++++++++++++++++++++++-(--(--t--|.++-(--I--)-+ 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..} Highest elevation = 328.500(Ft.) Lowest elevation = 276.000{Ft.} Elevation difference = 52.500(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 11.55 min. TC = [1.8*(l.l-C)*distance(Ft0^.5)/(% slope"(l/3)] TC = [1.8*(l.l-0.4500)*( 480.000".5}/(10.938"(l/3}]= 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 Subarea runoff = 1.410(CFS) Total.initial stream area = 1.200(Ac.) C:\civiid\508HXT.out + + +++ + + + + + + + ++++ + ++ + + + -|--i--|- + + + + + + + + + + + + + -i- + + +++++ + + + H.-t.++-)-f--I--f- + + -f-).-(-(.-(--H + + + + . 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 min. Rainfall intensity = 2.610 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min; Rainfall Intensity (In/Hr) 1 2 Qmax(1, Qmax{2) = 0.685 1.410 1.000 * 1.000 * 0.762 * 1.000 * 7.58 11.55 1.000 * 0,657 * 1.000 * 1.000 * 3.424 2. 610 0.685} + 1.410) + 0.685) + 1.410} + 1. 610 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 min. Effective stream area after confluence = 1.600(Ac + + + + + + + + + + + + + + + +++++ + + + + +++ +++ + + ++-)- + + -|- + -|. + -|--|--^-(--j--f.-t.-t..^-|--(--|--|--|.+4.+ + + + + + + + ^. +++ + 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 min. Rainfall intensity = 2.610(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.932 Qmax(l) = 1.000 * 11.55 1.000 * 2. 610 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:\civi]d\508HXT,out mm 1. 932 Area of streams before confluence: 1. 600 Results of confluence: Total flow rate = 1.932(CFS) Time of concentration = 11.548 "min. Effective stream area after confluence = 1.600(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.200 **** 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 = 250.000(Ft.} Highest elevation =. 328.800(Ft.) Lowest elevation = 294.000(Ft.} Elevation difference = 34.800(Ft.) TC=[(11.9*0.0473"3)/( 34.80)]".385= ' 1.17 + 10 min. = 11.17 min. 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.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.200 to Point/Station 7.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.400(Ac.) Runoff from this stream = 1.680(CFS) Tirae of concentration = 11.17 min. Rainfall intensity = 2.667(In/Hr) Summary of stream data: Stream Flow rate TC " Rainfall Intensity No. (CFS) "(min) (In/Hr) 1 1.680 11.17 2.667 Qmax(1) = 1.000 * 1.000 * 1.680) + = 1.680 Total of 1 main streams to confluence: Flow rates before confluence point: 1. 680 Maximum flow rates at confluence using above data: 1. 680 Area of streams before confluence: C:\civild\508HXT.out min. 1. 400 Results of confluence: Total flow rate = 1.680(CFS) Time of concentration = 11.171 min. 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)"3)/(elevation change(Ft.)}]".385 *60{rain/hr) + 10 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*0.0530"3)/( 26.80}]".385= 1 . 48 + 10 min. = 11.48 min. 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 Subarea runoff = 0.944(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 = 0.944(CFS) Time of concentration = 11.48 min. Rainfall intensity = 2.621(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.944 11.48 2.621 Qmax (1) = 1.000 * 1.000 * 0.944) + = 0.944 Total of 1 main streams to confluence: Flow rates before confluence point: 0. 944 Maximum flow rates .at confluence using above data: 0. 944 Area of streams before confluence: 0.800 • C:\civiId\508HXT.out 10 mm Results of confluence:, Total flow rate = 0.944(CFS) Time of concentration = 11.476 min. Effective stream area after confluence = 0.800.(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.100 to Point/Station 9.200 **** 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] Tirae of concentration computed by-the natural watersheds nomograph (App X-A) TC = [11. 9*length (Mi) "3) / (elevation change (Ft.))]". 385 *60(min/hr) -t- 10 Initial subarea flow distance = 320.000{Ft.) • Highest elevation = 328.200(Ft.} Lowest elevation = 315.000{Ft.} Elevation difference = 13.200(Ft.) TC=[(11.9*0.0606"3)/( 13.20}]".385= 2.26 + 10 min. = 12.26 min. 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.) +++++++++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++++++ 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 min. 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 min. Rainfall intensity = 2.511(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.017 12.26 2.511 Qmax(l) = C:\civild\508HXT.out 11 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 min. Effective stream area after confluence = 0.900(Ac.) End of computations, total study area = 27.500 (Ac. C:\civiId\508HXT.out 12 Q(10) Proposed File: 508sdrt San Diego Cpunty Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1 Rational method hydrology program based on :;,y 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 " Fiie:508HPT.RSD By:NBA ********* Hydrology Study Control Information ********** P&D Consultants, San Diego, California - S/N 558 . Rational hydrology study storm event year is 10.0 English (in-lb) input.data Units used English (in) rainfall data used 1 Map data precipitation entered: \ 6 hour, precipitation(inches) = 1.700 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 min. TC = [1.8*(l.l-C)*distance{Ft.)".5}/(% slope"(l/3)] TC = [1.8* (1.1-0.9000)*( 500.000".5)/{ 3.400"(1/3)]= 5.35 Rainfall intensity (I) = 4.286{In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA} is C = 0.900 Subarea runoff = 12.344 (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 = 12. 344 (CFS) Nearest computed pipe diameter = 21.00(In.} Calculated individual pipe flow = 12.344(CFS) C:\civild\508hpt.out Normal flow depth in pipe = 14.67(In.) 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 rain. Time of concentration (TC) = 6.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station, 1,200 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 iri normal stream number 1 Stream flow area = 3,200(Ac.) Runoff from this stream = 12.344(CFS) Time of concentration = -6.47 min. Rainfall intensity = 3.794(In/Hr) +++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++++++++++++++ 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.) Highest elevation = 318.000(Ft.) Lowest elevation. = 302.000(Ft.) Elevation difference = 16.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 15.84 min. TC = [1.8*(1.1-C)*distance(Ft.}".5)/{% slope"{l/3)] TC = [1.8*(1.1-0.5000)*( 480.000".5}/( 3.333"(1/3)]= 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 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 min. Rainfall intensity = 2.129(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min; Rainfall Intensity (In/Hr) 1 2 Qmax(1 12.344 2. 981 Qmax(2) = 1.000 1.000 0.561 1.000 6.47 15.84 1.000 * 0.408 * 1.000 * 1.000 * 3,794 2.129 12.344) + 2.981) 4 = 12.344) 4 2.981) 4 = 13.561 9. 908 C:\civild\508hpt.out Total of 2 streams to confluence: Flow rates before confluence point: 12.344 2.981 Maximum flow rates 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 min. Effective stream area after confluence = 6.000(Ac. ++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++++++++++++++++ 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 = 21.12 [Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 6.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 min. 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 **** 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.} Tirae 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*(l.l-0.9000)*{ 488.000".5)/{ 1.230"{1/3)]= 7.42 Rainfall intensity (I) = 3.471(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.900 Subarea runoff = 4.999(CFS) C:\civild\508hpt.out 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 'fM . No. -of pipes = 1 Required pipe flow = 4 . 999(CFS} Nearest computed pipe diameter = 15.00{In.) Calculated individual pipe flow = 4.999 (CFS) i'vV; 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.IB {Ft/s) Travel time through pipe = 1.62 min. Time of concentration (TC) = 9.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 min. Rainfall intensity = 3 ."057 {In/Hr} 4-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 rain.. TC = [1.8*(l.l-C)*distance(Ft.,)",5}/{% slope"{l/3}] TC = [1.8*{l.l-0.5000)*( 960.000".5)/( 1.875"{1/3)]= 27.14 Rainfall intensity (I) = 1,504(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 1.429(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 Tirae of concentration = 27.14 min. 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 + + + + ++ -»--(--I-4-++ ++++++++ + ++++++ + + + ++++++ ++++-h-t--t.+++++-f-f-I--f-H-f-H +-I-+ Process from Point/Station 2.300 to Point/Station 2.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2 I 400(Ac.) Runoff from this stream = 1.805(CFS) Time of concentration = 27.14 min. Rainfall intensity 1.504(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.999 9.04 3.057 2 1.805 27.14 1.504 Qmaxd)-= 1.000 * 1.000 * 4.999} 4 1.000 * 0.333 * 1.805) -^ = 5.600 Qmax{2} = 0.4 92 * 1.000 * 4.999} 4 1.000 * 1.000 * 1.805) + = • 4.265 Total of 2 streams to confluence: .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: 1.600 2.400 Results of confluence: Total flow rate = 5.600(CFS) Time of concentration = 9.041 min. Effective stream area after confluence = 4,000(Ac +++++++++++++++++++ ++-l-+^.+++-l-+-^-l--l--)-^.++++^.^-i.+++++++++^.^.+^.+^.+++^^.,.^^^^^^^^ Process from Point/Station 2.200 to Point/Station 2.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 291 Downstream point/station elevation = 1 Pipe length = 300.00(Ft.) Manning's No. of pipes - 1 Required pipe flow = Nearest computed pipe diameter = 9 Calculated individual pipe flow = 5 Normal flow depth in pipe = 4.91 (In.) Flow top width inside pipe = 8.96 (In.) Critical depth could not be calculated. Pipe flow velocity = 22.73(Ft/s} Travel time through pipe = 0.22 min. Time of concentration (TC) = 9.26 min. 000(Ft.} 8.000{Ft.) N = 0.013 5.600(CFS 00 (In.) 600(CFS) + + + + + + +++ + + + + + + + + + + +++ +++ + + + + + -|- + + +++-|-|-i-t. + .H.++ + +++ ++++ ++++++ + ^+^^+^^^^^ Process from Point/Station 2.400 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS **** C:\civild\508hptout 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 min. Rainfall intensity = 3.010(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.100 **** INITIAL AREA EVALUATION **** 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.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.09 min. TC = [1.8*(l.l-C)*distance{Ft.}".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 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 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 min. Time of concentration = 5.23 min. 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 = 0.450 Subarea runoff = 2.741(CFS) for 1.400(Ac.) C:\civild\508hpt.out 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, Time of concentration = 0.2 ha) area type] 5.23 min. Rainfall intensity = 4.351(In/Hr) fora 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 **** SUBAREA FLOW ADDITION **** -++++++++++++ 3.200 User specified 'C' value of 0.450 given for subarea Tirae of concentration = 5.23 rain. 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(CFS) Time of concentration = 5.23 min. Rainfall intensity = 4.351(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [min; Rainfall Intensity (In/Hr) 1 2 3 Qmax{1 13.561 5. 600 8.058 1.000 1.000 0.854 Qmax(2) = 0.810 1,000 0. 692 Qmax(3) = 000 000 6. 68 9.26 5.23 1.000 * 0. 721 * 1.000 * 1.000 * 1. pOO * 1.000 * 0.783 * 0,565 * 3.716 3.010 4 .351 13.561} + 5.600} -H 8.058) 4- = 13.561) + 5.600) + 8 . 058) 4- = 13.561} + 5.600) 24.482 22.158 C:\civild\508hpt.out mm. 1.000 * " 1.000 * 8.058) + = - 21.840 Total of 3 main streams to confluence: 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 Results of-confluence: Total flow rate = 24.482 (CFS) Time of concentration =. 6.679 rain. Effective stream area after confluence = 13.900(Ac.) 4 + + + +++++ + + ++ + + + + + + + + + + + +++ + + + +++ +++ + +++ + + + +""++++ ++++ +++ + + +++++++ + + -(--(- + + Process from Point/Station 5.000 to Point/Station 5,100 **** 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 noraograph (App X-A) TC = [11.9*length(Mi)"3}/(elevation change[Ft.))]".385 *60(min/hr) 4 10 Initial subarea flow distance = 750.000{Ft.} 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 min. Rainfall intensity (I) = 2.483(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 2.235 (CFS) Total initial stream area = 2.000(Ac.) 4+ + + + + + + + + + + +++ + + + + + + + +++++++ + + + + + + + + +++++ ++ + -i- + -f-)-+-f-t.-(--(-)--H--I--(--f-I--I--(- + -t--)--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 Time of concentration = 12.48 min. Rainfall intensity = 2.483(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.500 Subarea runoff = 1.117 (CFS) for 0.900(Ac.) Total runoff = 3.352(CFS) Total area = 2.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-1-1--).+++ Process from Point/Station 5.000 to Point/Station 5.100" **** 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 C:\civild\508hpt.out [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentration = 12.48 min. 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 "**** 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 min. TC = [1.8*{l.l-C)*distance(Ft.)".5)/{% slope"(l/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 (1} = 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 = 0.7 67(Ft.) Flow Velocity = 10.61(Ft/s) Travel time = 0.71 min. Time of concentration = 5.71 min. 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 C:\civild\508hptout 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*(l.-l-C)*distance(Ft.)",5)/(% slope"[l/3)] TC = [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{CFS) Nearest computed pipe diameter . = 9.00 (In.) Calculated individual pipe flow = 2,783 (CFS) 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 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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(CFS) Time of concentration = 12.94 min. Rainfall intensity = 2.426(In/Hr) +4++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 raethod (App X-C) = 5.60 min. TC = [1.8*{l.l-C)*distance(Ft.)".5)/{% slope"(l/3)] TC = [1.8*(1.1-0.7000)*( 200.000".5}/( 6.000"(1/3)]= 5.60 Rainfall intensity (I) = 4.162(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.700 Subarea runoff = 0.874(CFS) Total initial stream area = 0.300(Ac.) C:\civild\508hpt.out 10 -»-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Stream flow area = 0;300(Ac.) Runoff from this stream =" 0,874(CFS) Time of concentration = 5.60 min. Rainfall intensity = 4.162 (In/Hr) -t-i-i-i-+-i-+-i-f-t-i-i-i-4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.900" given for subarea Initial subarea flow distance = 100.000{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) = 1.57 min. TC = [1.8*(l.l-C}*distance(Ft.}".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.9000)*( 100.000".5}/( "12.000"(1/3)]= Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.479(In/Hr} Effective runoff coefficient used for area Subarea runoff = 1.209(CFS) Total initial stream area = 0.300(Ac.) for a (Q=KCIA) 10 is 1.57 year sto.rm = 0.900 -^-(-4 + + + + + + + + + +++ ++++ + +++++ + + + + + + + + + ++++++ + + + + +++++ + +++ + + + + + + + + +++ +++ +++ 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) (min) ( In/Hr) 1 2.783 12. 94 2 .426 2 0.874 5. 60 4 . 162 3 1.209 5.00 4 .479 Qmax ly 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:\civild\508hpt.out 11 - 1.000 * 1.000 * 1.209) + = 3.065 Total of 3 streams to confluence: 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 Area of streams before confluence: 2.200 0.300 0.300 Results of confluence: Total flow rate = 3.947(CFS) Tirae of concentration = 12.939 min. Effective stream area after confluence = 2.800(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 294.000(Ft.) 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} Normal flow depth in pipe = 6.25(In.) Flow "top width inside pipe = 11. 99 (In.) Critical Depth = 10.12(In.) Pipe flow velocity = 9.55(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 13.67 min. , 4-+4+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.300 to Point/Station 4.500 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.800(Ac.) Runoff from this stream = 3.947(CFS) Tirae of concentration = 13.67 min. Rainfall intensity = 2.341(In/Hr) 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.) 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*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3}] TC = [1.8*(l.l-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 C:\civild\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 min. Time of concentration (TC) = 12.71 min. +++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++ 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 min. Rainfall intensity = 2.453{In/Hr) Program is now starting with Main Stream No. 3 4+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++"++++++. Process from Point/Station 4.600 to Point/Station 4.500 **** INITIAL AREA EVALUATION **** 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 min. TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5000}*( 100.000".5)/( 36.000"(1/3)]= 3.27 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 = 0.224(CFS) Total initial stream area = 0.100(Ac.) " ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.600 to Point/Station 4.500 **** STREET FLOW TRAVEL TIME 4 SUBAREA FLOW ADDITION **** Top of street segment elevation = 289.000(Ft.) End of street segment elevation = 276.000(Ft.) C:\civild\508hpt.out 13 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 = lO.O0O(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's.N from grade-break to crown = 0.024 0 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.} Flow velocity = 1.96{Ft/s) Travel tirae = 2.55 min. TC = 7.55 min. Adding area flow to street 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.) 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) Flow width (from curb towards crown.) = 5.347 (Ft.} 4++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^^^. 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 = 7.55 min. 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.) -^-'--t--^-n--i--i-^-4-+++++++++++++++++++++++++++++++++++++++++++++++++++4.++++++++ 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 = 1.769(CFS) Time of concentration = 7.55 min. Rainfall intensity = 3.433(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.947 13.67 2.341 C:\civild\508hpt.out 14 2 3 Qmax(1) 2. 909 12. 71 2 .453 1.769 7.55 3 .433 1. 000 * 1.000 * . 3 . 947) + 0.954 * 1. 000 * 2 909) + 0. 682 * 1.000 * 1 769) + = 1.000 * 0. 930 * 3 947} + 1.000 * 1.000 * 2 909} + 0.715 * 1.000 * 1. 769} + = 1. 000 * 0.552 * 3. 947} + 1.000 * 0.594 * 2, 909} 4 1.000. * 1.000 * 1. 769). + u.bH^ * 1.000 * 1.769) + = 7 929 Qmax(2) = '-^^^ 1.000 * 0.930 * 3.947} + 1.000 * 1.000 * 2.909} + Qn.ax,3) J-'''* ^= " ^-844 5. 678 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- ^•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 min. Effective stream area after confluence -= "6 iQOfAc 1 End of computations, total study area"= • "26.100 (Ac. C:\civild\508hpt.out 15 APPENDIX "B" o 0 £ ^ CO > ID O E O 2 "0 V3 Q. IM 2 o CO I? s L to o o (0 •D Og ffl IO 4S 0) M C c liJ ts 5" a. to ID to in o S 3 a> o CD o 1- O J2-S P c O -o O n CQ (0 O) c 12 o C) « <0 •o o CO (Il •= :2 E -a E " °> 2 £ I-(N ti oi:s 0) c 2 o" « ^ t: (N Q. Q.'0 o Q. CD 0) •o O OJ a. TD 0) c E o o Description WSE~Free Outfall (Crown) Vavg (ft/s) 2.86 4.57 3.52 of 1.20 2.40 4.40 1,01 1.00 28.21 Size 12 inch 12 inch 18 Inch , 1 „ " LU V-307.03 304.23 272.10 Dn Depth (ft) 0.60 0.58 1 -OU Dn Invert (ft) 306.35 303.28 270.50 Length (ft) 101.85 286.57 114.44 Up Invert (ft) 307.36 306.15 302.78 Up Depth (ft) 0.46 0.66 U.oO 307.84 306.81 303.58 IU 12 11 Outfet Pipe A(3) A(2) A(1) o a.-o = i 2 N ^ O 00 ^ —12 o S ^ o> n > (D *" < o§ O § O S ed cn Q. Dl c liJ ts Qi Q. to to rv CO o IM < oo o rv 8 H O fl P •A C O -o O CD Dli o m to 3 <0 E-b C (0 <» e £ gs m CM C CM •- 0.0 o oo S > w u < O § O 2 oO to a. 0) 0) c D) c UJ ts 5^ S5 CO O r-v s H O IS P C O 13 O g afl a> m ^11 CO %^ 3 (0 o> 9 ^ P^CS. « -c O 0. ao p CO ffl CM ffl (0 ffl c « S IS c CO o 0) Q E o _ « w (0 c « EL c 15 S O '. V , 0) CO o a > to « < O E Q 2 Q. V c O) c UJ ts o •g* Q. 10 10 rv p> o CM < CO o (V s I- o il P 0) c O -D o g o Q: o 2 CO m O. CO 3 .a E-6 E " o _ ? S S ? I'M P^CM *- -c o Q. 0.0 O 00 ^ = o « «o « S ^ o> to > CD (•a CO Q. s s s 8 8 s (M s n m S S m s n « ! —"Q. i I 1 i_lifi g + 00 . CM .1.; >>£'" c Ol c UJ ts a. (Ml-in A ^ c: < CO o rv s o is c O -o O g 00 o fl.? m a> <a = s 3 .a E-d) C (A o> 2 a K ^ CM Q.O o eo = J2 «> o W > (0 n < °i O E O 2 00 (O 0. ^1 o 01 Iv c JS « a Q. Ol 0) c O) c UJ ts JC o E m 3 tJ> Ei^ o> 2 < oi >o di iie° 1— ^ CM Q. Q,0 O CO c 10*5 w > « » < o i Q S 09 CO Q. c m ts 0. 10 LO rv n o CM < 03 CO o rv s I- o It P c O -o O g o oc oB (D fl. S JC 03 ID X CD Q. c « c cn OI3-°> 2^ ID'S,* «18g PgrM *j o CL Q.O CO n fl. o> c •D C O <D V « ta Q. o CO ^ £ « o iS « o c t» 3 a o i o a «a to Q. O) UJ ts o" 1 eo •D « e D n c Q " » : o e c u> ZJ a,J= is ts •§ Q O -iJ E CO in in rv o CM CO O rv B h-o il c O -o O g o a. oS a fl. ^ o S m CD ^E f « 3 "O E-d) C (A |s O in ^ °* 9 < lis CM Q. Q.O « o a. Q: 0) T3 O Q. Q. T3 0) E o O to -23 0-2 CO ^ to t: > E tr 3 _J -r v^ 0) 0) 0) tp rv T- CM q (o ^ (O cd uj cd oi (d O O O O O rv 1^ CM O) Ul Csi oi d to to to CO 5 ^ c c CO CO CO CO CO 0 to fv in to rv! CM ti 01 CO CO CO CO CM CM CM CM CM CO CM CM •<r Ul o cji to r^ CO CO CO . CM CM CM CM CM 01 CO rv CM rv CM U5 Oi <o n T- CM T- co IO rv rv (D CO CD IO •q- CO U) Ul CO Ol U) 1- CO to •r^ O) CO to oi Ol 00 CO CO r« CM CM CM CM CM CO 5 O O CM t» to 6 to r*^ d o> 0> CO CO CO CM CM CM CM CM CO CM CM Q Ul ^ p S S ?^ ^ " Q Q Q Q Q ^ to Ul CM ^ O CO ^ c o> re > (0 tfl < °§ U E O S oO CO 0. UJ ts 0) Q. to to to in in rv o CM < to 00 O rv 11 ii c O T) U to D (0 oa CO 0. i c 'a> UJ ts v 2* a. in Ul o CM lii il S5 oo o rv s t3 il « c o -o U re D5 00 d) Q.? tn ID IA Q) re X to 1 « E TJ 2^5 » 2 < « >,<=> .p s; ^ PgcM •K O Q. Q.O o oo S « > re « < " § D 2 «0 CO Q. il <D <D C OJ UJ ts ID g" CL CO o CM -«r~ < CO oo o rv to o I- O s4 il w c O -o O g a £c. 00 d) IA CD CO £ » E TJ og O U32 c g < PgcM Q- Q.O o oo <5 > re o§ O B 00 CO CL o p to iu CO ^ ee c o (0 St. XI O o to « c « Q. O) c '•5 & O o 0) CO c UJ ts ID g" to to to in U) rv « o CM CO o rv s I-o il c O -a U re 0|g 00 V JC o e DQ 2^B C TJ CJ u) _ a g 5 « rv I- ^ CM *-1: o a. Q.O o a. 0) a: (U T3 O z Q. •D (D C !Q E o O lal Depth Desc:ription WSE- Free Outfall Norn Vavg (ft/s) 14.67 8.16 7.15 a| 11.00 11.00 11.00 CO ^ 22.00 2.98 3.00 Size 18 inch 18 inch 18 inch " LU — 239.20 232 46 232.14 Dn Depth 0.48 0.94 lit) bn Invert (ft) 1 230.88 230.14 230.11 Lengih , (ft) 96.00 24.81 1.00 Up Invert (ft) 252.00 230.88 230.14 Up Depth (ft) 1.27 1.27 1.27 o-oc 253.27 232.15 231.41 (D C T3 QO A. Point A. Point Outlet Pipe U .O CD UJ LU UJ to Q.TJ Riser A. Point A. Point o «> re > re 3Q°- Q 2 ofl CO Q. at c UJ ts ID 2* Q. to IS tfl m rv py o CM < CO CO o rv g O 1^ O -o o g o Q: 00 ID a ^ 01 to X re ET!> P£cM ^ "I ID c 2 0. Q.O O 00 C O) re > re 3 0°- O o 00 CO Q. c liJ ts ID g" CL to to ID m rv CO o (M 5 CO o 1^ s p IA c O x> O re 00 ID CD •a o JacA |E| JloCtf) •E re E «« E -o E ^ o§ U ^ O) g 5 e PtO OO in N p PgcM o c ^ Q. 0.0 APPENDIX^" P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By ^3*® ^ hi /oi C\r^ oC CA\^U'IE.AO Sheet No. \ Of 2> Checked Date Job-Sc-He \^ Ti=M£K*=»\T£ "^o^ "^O- \'7^^>G0S 17.0 CFS Qio ^ IKC CFS a POINT (^3) l^poset) DtiA\h\AGE: &X\A\'§\T AT l^.q Ac. QIO 24-S Cf£ iKvee^i TO ATTELViOA-reD) P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date Z /4./g2,Client Sheet No. Z. Of "Z. Checked Date Job "Z^Me HTfA^K JobNo. 175^08 Zone 19 Park Site i City of Carlsbad j Job # 75508 i —1 — — • 1 L ... • ! ' i •• i ! —\ j • SPILLWAY CALCS. USINfi WFIR Fi nw pniiATinK. i (DETENTION BASIN #11 L \ \ • \ QIOO (Basin 1) - 37.50 CFS j ; i 1 [ i j : I'I'I " ' i ^ 1 • ! [ Ce = 3.26 He = ;i.oo Q(100) = 37.50 L = 11.50 Governs L = = S.OO - ] 1 1 Ce = '3.26 He = 0.50 ; L = 6 Q = 7 Ce = 3.26 He = 1.00 L = 6 Q = 20 • Ce = 3.26 He = 1.50 L = 6 Q = 36 i Ce = 3.26 He = 2.00 L = 6 Q = 55 Ce = 3.26 He = 2.50 i i L = 6 Q = 77 ' 508SpillW2 Sheetl Zone 19 Park Site City OfCarlsbad Mob # 75508 ki SPILLWAY CAI.CS. USINfl WF|R FLOW FOI lATj^ : (DETENTION BASIN # 1) QIOO (Basin I) - 37.50 CFS Ce= 3.26 He= 2.00 Q(100)= 37.50 Ce= 3.26 He= 0.50 L= 4 Ce= 3.26 He= 1.00 L= 4 Ce= 3.26 He= 1.50 L= 4 Ce= 3.26 He= 2.00 L= 4 Ce= 3.26 He= 2.50 L= 4 L = 4.07 Governs L = 4.00 Q = 5 Q= 13 Q= 24 Q= 37 Q= 52 508SpillW Sheetl P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By K! \ Date q I m h \ Client Checked Date CiTT C>(^ CAei^BACl Sheet No. \ Of jQbZbhlE R ^ffEJobNo. n^Sg^^fi. F.^iMT @ Ex\^T\^^G D^iMAi^E EXHIBIT AT ^ 5.\ 0(00^ q\5 CFS 0|c ^S.O CFS G Tcr^iKT DEVELOPED t>^\KiAcB txvw^rr AT ^ 6.1 Ac. Qioo A.^ 12.2 CPS QiC ^ ^'0 CFS ^ S.O - (S.O - :2..o OFS Mee^ TO AOTEMUATEO P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By h^SA Date 2:/| 4.)^ Client Sheet No. Of Checked Date ^fc— f <^^C A-j^ 5> ^AS1K\ Zone 19 Park Site City OfCarlsbad Job # 75508 SPILLWAY CALCS. USING WEIR FLOW EQUATION (DETENTION BASIN #2) QIOO (Basin 2) - 12.20 CPS 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 Q= 5 Ce= 3.26 He= 1.50 L= 1.5 Q= 9 Ce= 3.26 He= 2.00 L= 1.5 Q= 14 Ce= 3.26 He= 2.50 L= 1.5 Q= 19 508SpliIW Sheetl -•jaiJ»*niii'ju}.-:>iaM.'i'<^^ Zone 19 Park Site City of Carlsbad Job # 75508 SPILLWAY CALCS. USING WEIR FLOW EQUATION (DETENTION BASIN # 2) QIOO (Basin 2)- 12.20 jCFS Ce= 3.26 He= 1.00 Q(100)= 12.20 L = 3.74 Governs L = 6.00 Ce= 3.26 He= 0.50 L= 6.0 Ce= 3.26 He= t.OO L= 6.0 Ce= 3.26 He= 1.50 L= 6.0 Ce= 3.26 He= 2.00 L= 6.0 Ce= 3.26 He = 2.50 L= 6.0 Q= 7 Q= 20 Q= 36 Q= 55 Q= 77 508SpillW2 Sheetl .•'^.K.\vx-fm&'M-:iiii^-i-iizdtssi'A':»s^'S:^^^ .STAN0PIP£-18'» PIPE,MINIMUM WITH NO PERFORATIONS PLAN VIEW NTS #6 REBAR.SPACED 6'O.C. AROUND RISER QRCUMFERENCE STEa PLATE 3/8'x 12"x 3'+ PIPE 0.0. 4" RED PAINT STRIPE Aa AROUND RISER SIMILAR TO SDRS 0-70 2:1 OR aATO IF SO SPEORED ON PLANS TYPICAL TWRCUGHOUT ,SEE SECTION 300-6 STD. SPECS. SLOPE PER PLAN. 1% MINIMUl^-;?' \L560-C-3250 CONCRETE ANCHORS PER PLAN NO.2 COARSE ^SEE DETAIL A AGGREGRATE ^ 2 • SECTION A-A NTS SiMlUR TO SDRS D-72 SDRS D-70 CHANNEL OR RIP RAP PER STO, D-40 y3'+0.D. OP • DRAIN PIPE DRAIN PIPE SECTION B-B 1 l/2"x 2" A-36 STL ANGLE 4 LOCATIONS SEE DETAIL B DETAIL A NTS ^ = cv • BASIN CAPACITY TABLE . ( IN CUBIC YARDS) •1/2'* MB w/ NUT k WASHER NOTES: 1) DESILTATION BASINS BUILT ON LOTS ADJACENT TO DWELUNGS SHALL BE COMPLETELY LINED WITVI 3" GUNITE. 2) ALL STEEL PIPE AND HARDWARE TO BE HOT DIP GALVANIZED. AFTER TRACT AREA (ACRES) TRACT AREA (ACRES) 2% 1 5% 8% . 10% 12% 15% 10 270 350 J 370 400 450 500 15 4Q0 420 480 600 675 750 20 So 700 740 800 900 1000 40 1080 1400 1480 1600 1300 2000 80 2160 2800 2960 3200 3600 4000 100 2700 3500 3700 4000 4500 5000 150 4000 4200 4600 6000 6750 7500 200 5400 7000 i 7400 8000 9000 10000 APPROVED DATE CITY OF CARLSBAD 1 TEMPORARY aTY Etrf^lNEER DATE 1 I — DESILTATION BASIN OUTLET SUPPLEMENTAL P&D Consultants , 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232^66 By H^A Date Z//4_/o| Client Sheet No. \ Of \ Checked Date Job ZbAe, P^k JobNo. 1755oa R\SER CAsLCULA-T\Ot4 : fROM THtS KISER. INFLOW CU?^VE CHAPT fLOW CCfS) S^O CFS \ CFS I.O CFS \5.0 Cf9, CFS 1.5 8 & 16 24- 2 4-^ ^4" 6E. USE 2-4 "^^^P. u> /1.0 HEAD ) RISER INFLOW CURVE lOOO SCO iOO ioo *00 — Riser Inflow Curves Lrcrnc ^•iir flcs.. 0^-9,j;( 0,n^'* I ! . HEAD fFEET) P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date lolijo\ Client CrT CA\U3&Bt> Sheet No. I Of | Checked Date Job 20N£ PPH}<. JobNo. /75S08 • XtA\J£T CA^OUATlOtV S - - ^- — 3.2- Ac. M AX . AriaeA fot- XML&r C».^ U<^D -FOP- MAjoRvrY Of-m^VTE © .^a:. CFS -7.451 >*.£:?6 145.^/^^^ "F^s^iL F'\LTeia- KEDiuM uJOuvti QT^TWEUr pe\2.fcM\ 1 j : i - ^ . j m < m 1 i m, m UJ UJ ' UJ LU Q. •. ' a. Q. — TY TY to to ^ Oi 00 I- lij 'io (0 Q. Ci r- d) C o N in o o OJ o CO o LU Q < CC o CO LU CM to CM CO C3 d CM d OJ CO d CO CO CO CO CO CO CO CO d d d d t-^ O) CO (O .E <u ^ -"is Q. c o ; C . k- co Q. '• c o 5 u o r (0 Q I IB - OC: •o • I; 3 : o o o o lo d ^ o + + in in CO CO o o d in + CO CO o O) c s. UJ - - o iE CO "^Yfie "W' cil^oe-E. IN]1£T. .-^e-H --GPAOS. : 3/ /ol Fi?onA CH A^T \ \ C AT ACH £ D) A = *2^ QvwAy:^ \^ erst ^^'^^e -^"t 'P^Zuj-i-L- ^ 2.(24)-^-24 -r^ ^S^-o CO ^iz^d^'Z/ ^ Z. I . Cfc, =^"^LDCFS ^4 CLOC6/NiG ^75S0g> Box F(^nA "^HA^T \\ (ATACHED) ZvO^\_ ^ '2.0z)-Vl'£ =^ V/Ci/COE-E. Zxz^d^c. tox Z4 X Z4 ?= ZbJ-hi_ ^ 2. (24'')+2-4 <:i.o' ^/cor^B' T^^a-.4' QMAX- <^VC c?<:^-t. ^^B.ocfs ^ SC^ CLOC6IN6 M B iO 20 0I3CHAJIGE a (FTVS) 1—u-t^ 30. 40 30 60 80 100 CHART 11. Grate inlet capacity fn sump conditions. 71 P&D TECHNOLOGIES 401 Uest A Street Suite 2500 San Diego, California 92101 Telephone (619) 232-4466 it •C 3.00')- ***** ***** * * * * * *"'Uater Surface ( 0.25')""* * /V 3 * * * * * * * * ****************** -****************** Rectangular Open Channel Flowrate ^-342 _CFS _ Velocity " 5.789 fps Depth of Flow 0.250 feet Critical Depth 0.402 feet Total Depth 0.250 feet Base Width 3.000 feet Slope of Channel 2^00 % _ X-Sectional Area 0.750 sq. ft. Uetted Perimeter 3.500 feet AR"(2/3) 0.269 Mannings 'n' 0.013 4 Elsv. shown on plans May be Open Channel 3- #4 SECTION B-B NOTES 1. Concme shall be S50-C^250 2. D>=inaile (fismeter of pipe or depth of channel. 3. Section to be siopui laterally with top confonning to the grades of the existing sidcH^k and corti. 4. Manhole frame and cover may be ditettd with open channel. 5. Trowel finish top surface and reproduce markings of existing sidewalk and ctnt. 6. Trowel finish floor of outlcL 21/rx rx 1/4-x 4'-ir Gatvintztd Steel Angle ANCHOR DETAIL LEGEND ON PU^NS "451" a Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING RECOMMMOEO tY THI SM DIICO KfilOliAL HAM DA ROS COMMTTtE Bar Size £1. SAN DIEGO REGIONAL STANDARD DRAWING RECOMMMOEO tY THI SM DIICO KfilOliAL HAM DA ROS COMMTTtE Cone CURB OUTLET - TYPE A RECOMMMOEO tY THI SM DIICO KfilOliAL HAM DA ROS COMMTTtE Slope CURB OUTLET - TYPE A CURB OUTLET - TYPE A DRAWING n 9^ NUMBER "•AU CURB OUTLET - TYPE A DRAWING n 9^ NUMBER "•AU ll li- P&D Consultants 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Ng,^ Date 2/3/^^ Client . CAgi^E^fMD C<TV Sheet No. I Of Checked Date M -^c>foe. \'=\ Yt^t4C -^^^ VS^OQ t Oun-ET UN>E'E/' CieT R.CP) 4^\'5 ^ \>-40 L- 4^2,0 =^ e-O =^ \0 vu\t\ MJ= z.o' 0 ' Pipt Diamiter W - aonom Widtti of Channel — Filter Blanket SII, Dass 420-C-20Q0 Concrete 2D or 2W SECTION A-A NOTES: I. Plans shall specify: A) Rock dass and thicknes (T). B) Filttr niaitrial, number of lav*" and thickness. 1 Rip rap shall be either quarry stone or broken concrete (if shown on the plans.} Cobbles are not acciptable. 3. Rip rap shall be placsd ovtr a filter blanket which may bt either granular matarial or plastic filter doth. 4. See standard special provisions for sileaion of rip rap and filter .biankeL 5. flip rap energy disapators shall be designated as either Type 1 or Type 2. Type 1 shall be with concrete rill; Type 2 shall be without sill. SECTION a-B Rtvision By Approved Date Sill, ftltir tr to-tz ,. 1 COUHtitoED IV THC SAN Sicca •fCIONAL STANOAROS COUMiHEE r-.- ... > DRAWING NUMBER D-40 SAN DIEGO REGIONAL STANDARD DRAWING RIP RAP ENERGY DISSIPATOR v LT" ! _ . E^pe Collar ^IJ^ ' 1 (see note 51-/ rr lh tt 11 II ll-ll 5 5^ t- 5 -See note 7 ! "T«^ I 2 i. "I—r b 2 • # 4 rebars hortzontai and venical around fence ' post [ Typical 1. PLAN Note: Riprap not shown. -S A J B" ^End sill PICTORIAL VIEW Iniet box •Tw 'Top of slab min ot fi" above channel invert SECTION A-A • Aggregate cutoff wall •Channel invert — r-flid , , 1 Min. thickness: Facing Clas 18" Light Class 30" Aggiegate subbase bonom and sides 6" thick for facing class S" thick for light class. SECTION B-B Consiruciion Joint NOTES 1. Design: Equivalent Fluid Pressure > SO p.c.f. Maxtfflum Outlet Velocity > 35 f-pi. 2. Concrete shall be SeOC-SZSO X Reinforcing shall conform to ASTM designation AS1S and may be grade 40 or 60. Reinforcing shall be placed with 2" dear concrete cover unless noted otherwise. Splices shall not be permitted except as indicated on the plans. 4. For pipe grades not exceeding 20%. inlet box may be omitted. 5. If inlet box is omitted, connrua pipe collar as itiown. 6. Unless noted o^envise, all reinforcing bar bends shall ba fabriated with standard hooks. 7. Five foot high chain link fencing, embed post 18" deep in walls and encase with "Uss B mortar. " '"Sam^lf'-•'"''^^'^t^'^•• a) Riprap and aggrgate base cutoffjwall r^uiml attt]tjg!^f rgckapuu. bt Filter cloth (Polyfilter X or equivalent) shall be insnlted on - native soil and base, minimum of 1 ft. overlaps at joints. 9. Rip rap and subbase dassificatton shall be as shown on plans. Pipe Dia (in) 18 24 30 36 42 48 54 60 72 Area (sq.ftj 1.77 3.14 4J1 9.62 12.57 15.90 19.63 28.27 Max. Q (cfs) 21 38 59 85 115 151 191 236 333 W 5'- r S-.9" 8'-0" 9'-r ltr- r IT- 3" ir-0" 14- - r is'-r H 4'-3** s'-r r-r 7'-r g'.O" r-r r-9" 10*-9" ir-3" L 7*-4" 9'-0" 1D--8" ir-4-14'-0" 15--8" 17'-4" 19'. 0" 2r-r a r-r r-11" 4'- r s'-r e-.r r-S" r-4" r-ir r-r _ h _ 4'- I" 5'-1" 6*- r. r- r 8'-r" 8'-ir 10"-r ll'-O" ir.9" c r-4" r-10" r-4" r-10" 4'.S~ 4'. 11" 5' • 5"_ 5'-11" rir d. o'-ir r-2" f. 4" f-r r-fl" r-r r-5" r:9" e 0'-6" C- 6" 0*-8" >-8" O'-IO" O'-IO" r -0" v-r r-r f r-r r-0" 2'. s"' r-D" r-0" 3"r" y - 0"_ f-r r-r 9 r- r r-0" r-6" r-ir 4--5" 4*. 11" 5'-4" S'-r TJ 8" TO" 12" ""Tb -7"' " "9 1^ To 1/r Tw"' - ^-3 l/r • 'id 1/2" Ta r 8- Revision Note S XOOC. BY Approved Date Z=Z2 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE ENERGY DISSIPATOR HECOUHEMOEO SV THE SAN OIECO HEGtONAL STANOAROS COHUinEE CaortMUM RCE IW 'OZC. fffS a*M DRAWING NUMBER D-41 SEE SDD-100 i NOTES NOTES 'SECTION B-B NOTES SUPPLEMENTAL TO REGIONAL STANDARD DRAWING ("D" SERIES ) DRAWINGS 0-1. D-2. D-^, ANrTnU; REQUIRES the use ofSDG-TIO DRAWING D-12 inlet opening height (H) exceeds 8 inch,in8tall1 inch steel protection bar.' Annend note 4 to read: "Install addltfonall bars at3-t2 Inch dear spacing above first bar when opening exceeds 16 inch." DRAWING D-19 Add; 3. Slotted drain installations shallbe encased vwth 6 inch PCC (520-C-2500) afl around and shall be poured monolithically with the curb arxj gutter. DRAWING CMC Amend tap min. to read: ID min." In addition, show riprap and concrete channeldrawn even with top ofpipe. Amend note 1.8) to read: "Filter blanket material." ^I2??J^r-? '^^^ Pt^^d overa geotextile fitter fabnc. Filter blanket material shall be placed underthe febric when specified." DRAWING D-^ AND D-41 Add the following: Design Velocity (R-«ec}* Rock Classification &-10 10-12 12-14 14-16 16-18 No. 2 Backing 1/4 Ton 1^ Ton 1 Ton 2 Ton SECTION OF RIP RAP * over 18 fps requires special design CITY OF SAN DIEGO - STANDARD DRAWMG SUPPLEMENTAL TO REGIONAL STANDARD DRAWING ("D" SERIES ) SHT. 1 OF 2 CITY OF SAN DIEGO STANDARDS COMMITTEE DRAWING NUMBER SDD-100 NOTES DRAWING D-63 Amend note 3 to read: The O.D. of smaller pipe shailnotbe more than two-thirds (2 ;Q)the size of ttie largerpipe's I.O." DRAWING D-70 AND 7t NOTES Amend note 4 to read: "Channel fencing is required. Unless olherwise shown on the plans a chain link fence Standard Drawings M-6. and M-6) six feet {6*) In height, with atop rail set at six inches (6") inside easement boundary lines sh^ibe cwstmcted on botfi sides. Access points shallbe. provided on both sides at500' maximum intervals. Two ten foot 00*) gates or one twenty foot (20*) gate forvehkxiaraccess are required ata maximum oflOOO' intervals and may be placed on either skie. The remaining access points shall be four-toot (4') gates." NOTES Add: 3, DRAWING D-75 Stucco netting shallbe galvanized and shall have one and one-half inch (l-tC") cover. SHT. 2 OF 2 Revision By Approved Date CITY OF SAN DCGO - STANDARD DRAWING CITY OF SAN DIEGO STANDARDS COMMITTEE COORCUUTOR RX£. 25902 UTE oncHu. LV.RDlingei CITY OF SAN DCGO - STANDARD DRAWING CITY OF SAN DIEGO STANDARDS COMMITTEE COORCUUTOR RX£. 25902 UTE SUPPLEMENTAL TO REGIONAL STANDARD DRAWING {"D" SERIES ) CITY OF SAN DIEGO STANDARDS COMMITTEE COORCUUTOR RX£. 25902 UTE SUPPLEMENTAL TO REGIONAL STANDARD DRAWING {"D" SERIES ) CITY OF SAN DIEGO STANDARDS COMMITTEE COORCUUTOR RX£. 25902 UTE SUPPLEMENTAL TO REGIONAL STANDARD DRAWING {"D" SERIES ) ZZi SDD-100 SUPPLEMENTAL TO REGIONAL STANDARD DRAWING {"D" SERIES ) ZZi SDD-100