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Home My WebLink AboutCT 06-22; ROMERIA POINTE CONDOMINIUMS; ONSITE DRAINAGE STUDY; 2006-08-241 I' 1 1 1 1 1 1 I 1 I I 1 1 I I I I I. Conway & Associates, Inc. Civil-Engineers/Surveyors/General·Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102 • Carlsbad, CA 92008. Telephone (760) 753·1453 • Fax (760) 434·5831 ONSITE DRAINAGE STUDY and OFFSITE PUBLIC CURB INLET INFLOW CAPACITY EVALUATION for Romeria Pointe CT 06-221 CP 06-15 9-Units Lots 392 & 393, Map 6600 APN 216-300-12 & 13 Prepared: January 14, 2005 Revision No.1: August 24, 2006 Update: October 22, 2007 RECEIVED NOV 21 2007 ENGINEERING DEPARTMENT I I I I I I' I I I I I I I I I' I I: I I Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Ca:1sbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 'REPORT INDEX ThITRODUCTION ________________________________________ ~ _______ Pagel 1. PROJECT DESCRIPTION Page 1 1.1 Project Location Pa~e 1 1.2 Project Description Page 1 1.3 Physical Features Page 2 1.4 Land Use Page 2 2. PROJECT SITE RUNOFF Page 2 2.1 Watershed Contribution Page 2 2.2 Character of Storm Water Runoff Page 2 2.3 Proposed Storm Drain System Description Page 3 2.4 100-Year Return Event Peak Flow Computations Page 3 2.5 City of Carlsbad Master Plan of Drainage Reference Page 3 3. ONSITE DRAINAGE STUDY CONCLUSION Page 4 4. OFF SITE PUBLIC CURB INLET INFLOW CAP ACITY EVALUATION Page 4 4.1 Subject Off site Basin Land Use Page, 4 4.2 General Offsite Basin Descriptions and Flow Characteristics Page 4 4.3 Offsite Hydrology Study Methodology & Results Page 4 4.4 Existing Public Curb Inlet Inflow Capacity Evaluation & Results Page 4 5. OFF SITE DRAINAGE STUDY CONCLUSION Page 5 I I I I I ,I I I I I I, I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F APPENDIX G APPENDIX H APPENDIX I 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • Fax (760) 434,5831 APPENDICES Vicinity Map Original Site Development Grading Plan -City Drawing 169-4A Proposed Conditions Map Proposed Site Grading Plan -'City Drawing 428-8A Onsite Drainage Study 1 00-Year ,Return Event Peak Flow Computations Proposed Onsite Storm Drain System Hydraulic Analysis Existing Gibraltar Street Curb Inlets -City Drawing 169-4 Off site Drainage Study I 00-Year Return Event Peak Flow Computations Existing Public Curb Inlet Inflow Capacity Evaluation I I I I I I I I I I I I I I I I I' I I Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 January 14,2005 -Original August 24, 2006 -Revision No. 1 October 22, 2007 -Update ONSITE DRAINAGE STUDY for ROMERIA POINTE CT 06-221 CP 06-15 Project: RomeriaPointe'Townhomes ~ 9 Units Lots 392 & 393, Map 6600 ~ ,A,PN 216-300-12 & 13 INTRODUCTION The purpose of this hydrology study is to present the 6-hour, 100-year frequency design storm flow rate computations for the post-development condition of the Romeria Pointe Townhomes project site, to present a hydraulic analysis of the proposed on-site private storm drain system and to evaluate the inflow capacity of an existing pu.blic storm drain curb inlet located adjacent to the project site. 1. PRO.JECT DRSCRlJ>TTON The scope of the proposed project is to construct three three-level, retained and on-grade base structures consisting of residential living areas, garages, driveways and parking areas. The subject site is vacant land originally mass-graded as part of the La Costa South Unit No.5 development in 1970 (approximate) and area infrastructure improvement construction as part of the La Costa South Unit No.5 development in 1972. There has been no further deVelopment of the site since that time. 1.1 Project Location: The subject property is located within the City of Carlsbad and is part of the La Costa South Unit No.5 development. The subject property is also known as Lot 392 and Lot 393 of Map 6600, Assessor!s· Parcel N.umher.2l6.-3.o0-12arrd 13., :arutencompasses'O. 71 acres:, Existinglot-392_andLot 393 will be consolidated into a single lot with the recordatiop. of a subdivision map as part of the final ' engineering phase of the project. The project is bounded by Romeria Street to the east, fully-developed residential condominium projects to the south and west, and Gibraltar Street to the north. Vehicular access from the public right of way is from Romeria Street to the east. See Appendix A for a vicfuity map of the project site. 1.2 Project Description: The project site is 0.71 acres in total area and is currently undeveloped vacant land. Originally, tlle site was rough pad-graded in 1970 (approximate) as part of La Costa South -Unit No.5 deve19pment phase (reference City Drawing 169-4A, sheet 3 of 5). See Appendix B for a reduced copy of the original site development grading plan. ' The three new structures (Buildings A, B & C, south to north across the site) will step to generally follow the original pad grades. The garage floor levels of Buildings A & B retain the finish grades on the south side of these structures. Building C will be essentially constructed on grade. p:\04-001 bnr-9\hydro\hydro\04-001_hydrpt.doc Page 1 of 6 Pages I I I I I I I I I I I I I I I I I . Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 The following tabulation presents the existing and proposed site uses broken down by use category. Table 1: Site Use Existing Use Proposed Use Existing %of Change Proposed %of Change Condition Condition (sf) Site (sf) (sf) Site (%ofsite) Pavement 0 0% +18,223 18,223 10.3% +58.8% Landscape 30,979 100.0% -27,775 3,204 58.9% -89.6% Building 0 0% +9,552 9,552 30.8% +30.8% Total: 30,979 100.0% -30,979 100.0% - (0.71 ac.) (0.71 ac.) See Appendix C for a proposed conditions map of the subject site. 1.3 Physical Features: The subject site is an irregular-shaped parcel, is approximately l80-feet deep (in the general east-west direction, maximum) and approximately 240-feet wide (in the general north-south direction, maximum) along the Romeria Street frontage. The topography of the site slopes downward along the North axis of the site with a 40-foot overall vertical relief (SE comer: elevation 95; NW comer: elevation 55). The site consists of two generally level pads, the upper pad grade at elevation 90, the lower pad grade at elevation 75. A majority of the site runoff from the site's existing manufactured slopes and pads drain to Romeria Street and Gibraltar Street gutters via surface flow. A minor amount of runoff form the northerly (upper) pad and westerly slope face drains to a concrete-lined drain swale located at the West side of the site. Runofffrom this swale and the frontage-street gutters are collected by an existing curb inlet located on Gibraltar Street, near the northwest comer of the site. 1. 4 Land Use: The subject property is zoned residential, mediUin. density (RD-M) as part of the City's General Plan, as are the surrounding developed sites. 2. PROJECT SITE RUNOFF 2.1 Watershed Contribution: The subject site is 0.71 ~cres in size and is located within the Batiquitos Lagoon / San Marcos Creek watershed which is approximately 46 square miles in area. The subject site represents less than 0.003% of the total Batiquitos Lagoon watershed area. The entire project site and surrounding areas discharge to the San Marcos Creek, and ultimately to the Batiquitos Lagoon by way of an existing .public storm drain system located offsite along the westerly site limits and crosses Gibraltar Street, extending North to San Marcos Creek. The proj ect site and general area runoff is directed via street flow to an existing curb inlet (part of the public storm drain system) located on Gibraltar Street near the northwest comer of the site. 2.2 Character o[Storm Water Runoff: The site's main point of discharge for the post-development· condition will differ from the pre-development condition. Presently, on site runoff generally sheet flows off the site to the Romeria Street and Gibraltar Street gutters along the project frontage. A small portion of the site drains to an existing PCC ditch located along the site'~ West slope face. The ditch is connected to the area's existing public RCP storm drain system. All storm water runoff from the developed portion of the p:\04-001 bnr -9\hydro\hydro\04-001_hydrpt.doc Page 2 of 6 Pages 1 1 1 I, 1 1 1 1 I 1 1 1 1 I 1 I 1 Conway & Associates, Inc. Civil Enginee'rs/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453-. Fax,(760) 434-5831 project site will be discharged to the Romeria Street gutter via a new sidewalk underdrain structures. Site runoff from the westerly fill slope (draining to the existing PCC ditch) and the northerly fill slope (draining , to the Gibraltar Street gutter) will continue. In both cases, th,e tributary areas will be reduced, by 'the proposed grading design, thereby reducing ,the total runoff across the' slope areas. 2.3 Proposed Storm Drain System Description: All of the storm water runoff from the project site's developed areas (driveways, landscaped areas, building roof areas and exterior deck surfaces) will be conveyed by the proposed on-site private storm drain system to a new storm water separator unit located North of the northerly driveway entrance, which in turn will be discharged to the Romeria Street gutter via ,a new sidewalk underdrain structure. A Stormceptor model STC-900 storm water separator manufactured by Rinker Materials was selected as the base-performance model for the project. A reduced copy of the proposed site grading plan is included in Appendix D for reference. 2.4' 100-year Return Event Peak Flow Computations: Estimated peak flows for 100-year, 6-hour storm events (pre-and post-development conditions) were computed for the project site. The peak pre-development storm water runoff rate was computed at 1.4 cfs (Tc = 8 minutes), the peak post-development storm water runoff rate was computed at 2. 7cfs (T c = 8 minutes), an increase of 1.3 cfs. The incre~se in the peak discharge is the result of new impervious surfaces within the subject site's tributary basin. The following sections of this report contain the backup data and computations for the 1 OO-year 'frequency, 6- hour storm peak runoff: . On-Site Hydrology Computations: rational method hydrology computations quantifying the project's pre-development and post-development peak runoff conditions; Hydrology Map: A 1 n=40' -scale map (17"xll n) of the on-site and immediate areas showing the post- development runoff conditions for the project site. The calculations for the pre-development (existing conditions) and post-development (With proposed parking expansion) peak runoff rates for the subject site are presented in Appendix E of this report. A hydraulic capacity calculations for the proposed private on-site storm drain system were completed as part ,of this report and is-presented 'inAppendix F-ofth1s.rep:ort-; 2.5 City of Carlsbad Master Plan of Drainage Ret?rence: The project site is located within the limits of Basin D of the San Marcos Creek / Batiquitos Lagoon watershed as defmed by the City's Master Drainage and Storm Water Quality Management Plan dated March 1994. Basin D is depicted on the Plate 1 fold-out (sheet 4 of 4, City drawing 296-5 - a modified portion is presented on page 4). Plate 1 of the drainage master plan shows an existing 42-inch and 48-inch diameter , RCP storm drain main line crossing Gibraltar Street and serving the general project area This storm drain facility was constructed as part of La Costa South Unit No.5 project, City project 2694-5 TM, per City drawing no. 169-4. p:\04-001 bnr-9\hydro\hydro\04-001_hydrpt.doc Page 3 of 6 Pages 1 I 1 1 I-- 1 1 1 I 1 1 I 1 I -I I 1 I I Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 3. ONSITE DRAINAGE STUDY CONCLUSION The proposed private on-site storm drain system will convey the peak runoff from a 100-year frequency, 6- hour design storm. Estimated peak flows for a 100-year, 6-hour storm event were computed for the project site. The peak pre- development storm water runoff rate was computed at 1.4 cfs, the peak post-development storm water runoff rate was computed at 2.7 cfs, an increase of 1.3 cfs. The increase in the peak discharge is the result of new impervious surfaces within the subject site's tributary basin. 4. OFFSITE PUBLIC CURB INLET INFLOW CAPACITY EVALUATION The purpose of this report section is-to present the results-of-a--capacity-evaluatioll:studyJor the existing Gibraltar Street curb inlets serving the proposed Romeria Pointe project site and surrounding area. This curb inlet capacity evaluation was prepared in response to project review comments by City staff. The existing Gibraltar Street curb inlets and associated public storm drain culverts, hereinafter "subject -storm drain system", is located near the northwest property comer along Gibraltar Street. The subject storm drain system discharges to San Marcos Creek via an existing 48" Rep culvert and overland flow through the La Costa Resort golf course. - The subject storm drain system is shown on City drawing 169-4, sheet 17: a sump-condition curb inlet with a 48-inch RCP outlet culvert. A reduced copy of City drawing 169-4, sheet 17, is included in Appendix G of this report for reference. 4.1 Subject Offsite Basin Land Use: The off site subject basin is zoned residential, medium density (RD-M), as part of the City's General Plan. Approximately half of the lots contained in the subject offsite basin are developed. The undeveloped lots were graded under City drawing 169-4A but are currently vacant land. For the purposes of this study, the p:\04-00 1 bnr -9\hydro\hydro\04-001_hydrpt.doc Page 4 of 6 Pages I I· I I I I I I I I I. I' I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pieo Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • Fax (760) 434-5831 vacant parcels were assumed fully developed with condominium projects similar to the surrounding neighborhood (C=0.70). . 4.2 General OfJsite Basin Descriptions and Flow Characteristics: The subject basin is a part of Hydrologic Unit 904.51, San Marcos Creek (west reach) and the Batiquitos Lagoon. The project site is located within the limits of Basin D of the Batiquitos Lagoon watershed as defined by the City's Master Drainage and Sto:tm Water Quality Management Plan dated March 1994. Basin D is depicted on the Plate 4 excerpt (sheet 4 of 4, City drawing 296-5) - a modified portion is presented in section 2.5 of this report. The subject basin limits presented in this study are based on a review of record City plans and on field observations from several field reconnaissance visits. Offsite hydrology maps are included in Appendix H of this report. The offsite subject basin is generally bounded by Gibraltar Street on the west and north limits, Romeria Street and adjacent areas bounding the east side and La Costa Avenue on the south. The offsite subject basin encompasses approximately 14.8 acres and drains to a pair of sump inlets located in the Gibraltar Street right of way near the northwest comer of the project site. 4.3 Offsite Hydrology Study Methodology & Results: The design QlOO flows used in this study are based on the June, 2003 County of San Diego' hydrology manual. The peak flow calculation results for the offsite basin are included as Appendix H of this report. A rational-method fo:tmat was used to evaluate design runoff quantities for the subject basins presented herein in accordance with the County of San Diego hydrology manual (June, 2003 version). The project site was evaluated by grouping site use into three general categories: landscape areas (C=0.40) and paved areas (0=0:90), condominium site development (ranging from C=0.70 to C=0.80) and limited single-family development (C=0.60). A standard hydrology manual C-factor value of 0.70 is typically used for condominium developments, but was modified in this study to include values of 0.75 and 0.80 were judged app~opriate for selected field conditions. A time of concentration, Te, of 12 minutes was developed for the subject offsite basin. A total QlOO peak inflow of38 cfs was computed for the southerly curb inlet (nearest the project site) and a total QlOO peak inflow of 8 cfs was computed for the northerly curb inlet. 4.4 Existing Public Curb Inlet Inflow Capacity Evaluation & Results: City drawing 169-4 (see Appendix G) depicts the existing sto:tm drain. system and calls out A-2 curb inlets at the Gibraltar Street sump. Our field reconnaissance con:fi:tmed type C inlets: two curb opening wings with an inlet grate (per San Diego Regional Standard Drawing D-3, Type C-2) -L=20' for the south inlet, 10' for the north inlet. The City of Carlsbad design standard' for curb inlets limits the headwater (HW) to no less than 1 inch from the top of curb at the inlet entrance. The inflow capacity calculations for the southerly Gibraltar Street curb inlets are included as Appendix I of this report. The inflow capacity of the southerly curb inlet was computed at 37.4 cfs, practically matching the QlOO design flow of 3 8 cfs, by assuming a ponded condition of 1" below the top of curb at the inlet. The total curb inlet . \\fileserver\projects\04-001 bnr-9\hydro\hydro\04-001_hydrpt.doc Page 5 Of 6 Pages I I I I I I I I I- I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • Fax (760)-434-5831 inflow capacity was computed using the sum of the capacities of the 19'-long sump inlet opening (32.4 cfs) _ and the inlet grate (10 cfs). A 50% clogging factor was assumed for the inlet grate and the grate inflow capacity was reduced accordingly. - The inflow capacity of the northerly curb inlet was computed at 27.5 cfs .. The QlOO design flow for the north side of the street was computed at 8 cfs. The north curb inlet has a significant capacity reserve. 5. OFFSITE DRAINAGE STUDY CONCLUSION Based on the off site drainage study methodology and the results contained in this report, the subject off site public curb inlets have adequate capacity for the QlOO storm event. - \\fileserver\projecls\04-001 bnr-9\hydro\hydro\04-001_hydrpt.doc Page 6 of 6 Pages I I I -I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/Generai-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 APPENDIX A VICINITY MAP ---------------.---- VICINITY CITY OF OCEANSIDE PACIFIC OCEAN 78 MAP NOT TO SCALE LOCATION MAP I 'I I I I 'I, 'I I I I I I I I I' I I I I Conway & Associates, Inc. Civil EngineersiSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • Fax (760) 434-5831 APPENDIX B ORIGINAL SITE DEVELOPMENT GRADING PLAN CITY DRAWING 169-4A POOR QUALITY ORIGINAL S -- ----------------- .-'~ :"'-" .- c.. I ~ !H I:"' (i) .... :::0 i' » 0 n z 0 (i) rn "tJ t3 r » 8 i' Z c: (/) z r.JJ -l 2J -< 8 0 :::0 '11 ~ Ul = l> Z 0 ~ ~ 0 ~ III ~ ~ ~ ~ /'11 /'11 -l ~I Ul I I I 'I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 APPENDIX C PROPOSED CONDITIONS MAP - ----------- ----- --L <Zo .. ------------------------------------------------~\~------------~~.------------------------------------------------------~ \. \ \ ~ \ \ \u\ ~ q \ \ \ \ \ \ \ \ \ ; \ \ ~ ~~.~J \t ................. \ <. \ ~~ \,\,\ ~ ':';~A ~,'}..\ \ \ \e.J ~ \~. \~\\ '\ \ ~ ./ \ )~ .. -\\ \\ n f.-ii:" \\ \ \~\ ~ ~ \\ \\ t'J'.:I~ \ \ nf1:1 \ \. ~ \' ~! ;0. SCALE: 1" = 40' --------------- Conway & Associates, Inc. Cl.n Bqfnomo/SU1'ft1""'/Gonoral Bnc!nMri". Contr.otor. AlUJ2.Ite 25Zl1 PIG PlCD Drift' SullAo t02 • Corl.bold. Clolll'Dmla U2QOB folephDIUJ (780) 753-1i5S • l'AX (760) a:Jlj-083~ N q o (Xl q I I I I I. I I I I I I I I I I I I I I Conway & Associates, Inc. Civil EngineerslSurveyors/GeneraI-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • Fax (760) 434-5831 APPENDIX D PROPOSED SITE GRADING PLAN CITY DRAWING 42S-SA 'I 1 1 1 1 1 I I I I I I I I I I I I I J Nev De. 2007 -'~52:14 P:\D4-OO1 BNR-Sl\Dwg.\04OOIGPD.5.dwg PIDT 0 1_10 '\.. UJ WORK TO BE DONE: '\ 1 ___ Pee_Iim:H.,PATCH·rMh/PCC \. 2, IErMM Ml. PO _ 0-3 M I'f III'MA'E PEIIIIT • \.! ' '\. P, 3 I'III'EIIY .. _ Ml. PBlIET 1, :lIlT .. "nPI:M. _ IRLIECIIIIIt' N lEE __ PINIS, SlEET !II '\../ " I 'II 11m 1I N I'f !EPNIAlE _ ° ... '~~ ~~~. ~V:.y .. -"-0 REVISION DESCRIPTION t ~ If 1II!111D1Q1 WIN N lIE ,-I.-A, lIlT • , MaCIlFMl.WJalIJIoII!IN:IlEIIllIICIIIrlo,IIIT. ! I'LIIID ~ -llllPE IUII1EII FS 1D MfA _ AT 211l1li, IDE I'UII1EIIS _,. __ SR' PIlI lET I. !Ill: IlIEIIE MXSIT 1D _ PAIEIENT 4"-U Pi:c RA_ PIlI ..., ;-7 N ILII'£ ALL PCC RA_ AT A "1l1li I 'III:IIIiH JIIIIoIN N 1.-111' N CIlIIIBT 10 aI liD , :111'-_ PCC .u: PIlI IIJ 1 larrz ;0 IIlBIW.IMI. oIIIUIJIUClURAI. P_ 0ElX N lEE lUll AID ~ 'tIIIU. 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DO 18. 19 I> -3. 4IllC 2.3 ClENI IlJT IN IlRI¥E 74. 40 71. 38 50 38 6 -l!.1XIlC 2.S 12Ic12 SlI CIITCH BASIN 74. 40 71. U I!I!. 75 I> -I!. aax 2.6 12xU! SlI CIITCH BASIN 74. 10 70. 82 3. 94 6 -l!. aax 2.8 12Ic12 SlI CIITCH BASIN 74. DO 7D. 74 4. 75 6 -10. 83X 2.8 TIE INTI] MIIIN I> -2. aax 2.0 END IF LINE CIITCH BASIN 6 -12.114'1 2.3 12oc12 SlI CIITCH BASIN 6 -I. aox 2.0 ENlI [J' LINE CJ, USE !lET I, SlIT 18 6 -1. aax 2.2 12xU! SlI CIITCH BASIN, USE !lET I, SlIT 1B Ii -1. aax 2.4 12xle SlI CIITCH BASIN. USE !lET I, SlIT 18 I> -I. aox 2.7 12x12 SlI CIITCH BASIN. USE !lET I, SlIT IB 6 -I. aox 3.0 12xle SlI CATCH BASIN. USE !lET I. SlIT 18 6 -1. aax 3.4 12x12 SlI CIITCH BASIN Ii -1. aax 3.6 12xle SlI CIITCH BASIN 8 -I. aox 3.8 12Ic12 SlI CIITCH BASIN 8 -I. aax 4.6 6" ClEAN IlJT 8 -1. aox 3.8 121c12 SlI CIITCH BASIN 8 -I. aox 6.0 6" ClEAN IlJT 8 -1.m 3.2 12Ic12 SlI CIITCH BASIN :I' AllAY) RIM EL HIE TI£ SAME AS 2-7 AS SHINN. STt:RM IRAIN lIATA FtlR PIP£: SEIiMENT IIlIINSlREAM [J' NDIE No. C' L'. • SIZE' .. ' SUPE' ) CIITCH JASINS ME NlIS IJI EllUAL PVC IH.ESS IITI£RVISE !IlTED CATCH JASINS ME 9' x9' IH.ESS !m£R\IISE !IlTED IH.ESS !m£R\IISE!IlTED. USE lET I. SlIT 18 F'IJI RI .... INVERT lIEPlIiS 3' IJI LESS \lSE DEl 2. SlIT 18 FtlR Ml. DTl£RS I SHEET II CITY OF CARLSBAD II SHEETS I 4 ,ENGINEERING DEPARTIIENT 30 IUDIIIG PLIIIII Nil; ROMERIA POINTE SITE GRADING PLAN ~ lSI = I? @ID 2l [2§ I? (6) ~ lSI @ID [2§ .reJ IYb (l::::l eJ ~ n ~ [2§ c:!C ~ = ~ = d IY!!I rlS @b eI ~ ~ ~ i ~ ~ g i C I ~ <> , :t ~ " ~ i 'i' li! .. ~ .. <> j~ 11 ! ;! 1 j ~ . ~ C) <> ~~ -tj ~i ""'lj ctl <> ...... C) .. o ~ tn .3 ~q .:g~ ~~ ell U r:=!: ~~ o !'.l U~ I I I' I I I I I I I 'I I I I I I I I I Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 APPENDIX E ON SITE DRAINAGE STUDY . tOO-YEAR RETURN EVENT PEAK FLOW COMPUTATIONS -Peak Storm Water Runoff Calculations • Pre-Development Condition (1 Page) • Post-Development Condition (3 Pages) -Onsite Tributary Basin Hydrology Map (1 "=40', 17"xll "), Pre-Development Condition -Onsite Tributary Basin Hydrology Map (1 "=20', 17"xll "), Post-Development CQndition -Reference Materials • IDD Chart ~ 100-Y ear Return • 100-Year, 6-Hour Storm Isopluvial Map • 1 00-Year, 24-Hour Storm Isopluvial Map • IDD Chart ~ 10-Year Return • 10-Year, 6-Hour Storm Isopluvial Map • 10-Year, 24-Hour Storm Isopluvial Map I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/SurveyorsiGeneral-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102.· Carlbad, CA 92008· Telephone (760) 753-1453 • Fax (760)434-5831 100-Year Return Event Peak Flow Computations Romeria Pointe -CT 06-221 CP 06-15 APN 216-300-12 & 13 10/22/07 City of Carlsbad -------------------------------------------------------------------------------------------------------------------------------------- ON-SITE TIME OF CONCENTRATION COMPUTATIONS: PRE-DEVELOPMENT Computations based on Figure 3-4, County of San Diego Hydrology Manual, June 2003 ~ b~ ~~ 1 2 17.0 10.0 170 212 ON-SITE HYDROLOGY DATA 10 YEAR EVENT . . tc (min) 8 min. P6 (10 YR Return) 1.8 in. I, intensity (in/hr) 3.5 in.lhr. PRE-DEVELOPMENT CONDITION 'A" SUB AREA AREA "C" BASIN (SF) (ACRES) FACTOR A1 31,255 0.72 0.40 31,255 0.72 weIghted C value: 0.40 5.0 Initial basin saturation (est) 1.0 1.6 N'ly golf course slope, S'ly end of site N'ly end of site 7.6 min 100 YEAR EVENT "tc (min) P6 (100 YR Return) I, intensity (in/hr) Q10 C*A (CFS) 0.29 1.01 0.29 1.01 Q100 8 min. 2.5 in. 4.9 in.lhr. (CFS) 1.40 1.40 . Printed 11/15/2007 Page "I of 1 04001_hydro-3.xls Pre Dev I I I I· I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil EngineersiSurveyorsiGeneral-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102· Carlbad, CA92008' Telephone (760) 753-1453. Fax (760) 434-5831 100-Year Return Event Peak Flow Computations Romeria Pointe -CT 06-221 CP 06-15 APN 216-300-12 & 13 10/22107 City of Carlsbad ------------------------------------------------------------------------~------------------------------------------------------------- ON-SITE TIME OF CONCENTRATION COMPUTATIONS: POST-DEVELOPMENT Computations based on Figure 3-3, County of San Diego Hydrology Manual, June 2003 ~ .b (ft) .b (m) § mfm Tc (min) 1 5.0 Initial basin saturation (est) 2 0.90 78 . 23.8 1.0% 1.8 Area C1 deck runoff 3 1.0 Rearyard swale flow (est) 4 1.0 North sideyard flow (est) 8.1 min ON-SITE HYDROLOGY DATA 10 YEAR EVENT 100 YEAR EVENT to (min) 8 min. to (min) Ps (10 YR Return) 1.8 in. Ps (100 YR Return) I, intensity (in/hr) 3.5 in.lhr. I, intensity (in/hr) 8 min. 2.7 in. 5.3 in.lhr. POST-DEVELOPMENT CONDITION (DEVELOPED AREA) "A" Q100 SUB ARE.A. AREA "e" 010 0100 Subtote! BASIN (SF) (ACRES) FACTOR C*A (CFS) (CFS) (CFS) A1.1 307 0.007 0.90 0.006 0.022 0.033 A1.2 77 0.002 0.40 0.001 0.002 0.004 0.04 A2.1 366 0.008 0.90 0.008 0.026 0.040 A2.2 75 0.002 0.40 0.001 0.002 0.004 0.04 A3.1 239 0.005 0.90 0.005 0.017 0.026 A3.2 67 0.00.2 0.40 0.00'1 u.uu~ U.UU::S 0.03 A4 1,627 0.037 0.90 0.034 0.118 0.177 0.18 - 81.1 327 0.008 0.90 0.007 0.024 0.035 81.2 37 0.001 0.40 0.000 0.001 0.002 0.04 82.1 478 0.011 0.90 0.010 0.035 0~052 B2.2 64-n nno1 nAn 0.001 0.002 O.OC~ 0.05 v.v,,", I V.-YV 83.1 475 0.011 0.90 0.010 0.034 0.052 83.2 64 0.001 0.40 0.001 0.002 0.003 0;05 84.1 437 0.010 0.90 0.009 0.032 0.047 84.2 61 0.001 0.40 0.001 0.002 0.003 0,05 85 363 0.008 0.40 0.003 0.012 0.018 0.02 Catch 8as~n Ref. 10 9 8 7 14 014') ,.,; 12 11 6 Printed 11/15/2007 page 1 of3 04001_hydro-3.xls Post Dev ·1 I I. I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil EngineerslSurveyorsiGeneral-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102· Carlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760)434-5831 100-Year Return Event Peak Flow Computations Romeria Pointe -CT 06-22!-CP 06-15 APN 216-300-12 & 13 10/22107 City of Carlsbad ---------------------------------------------------------------------~---------------------------------------------------------------- POST-DEVELOPMENT CONDITION (DEVELOPED AREA) 0.33 "A" 0100 Catch SUB AREA AREA lie" 010 . 0100 Subtotal Basin BASIN (SF) (ACRES) FACTOR C*A (CFS) (CFS) (CFS) Ref. C1 3,518 0.081 0.90 0.073 0.255 0.382 0.38 5 C2.1 328 0.008 0.90 0.007 0.024 0.036 C2.2 99 0.002 0.40 0.001 0.003 0.005 0.04 16 C3.1 545 0.013 0.90 0.011 0.039 0.059 C3.2 96 0.002 0.40 0.001 0.003 0.005 0.06 15 01.1 146 0.003 0.90 0.003 0.011 0.016 01.2 16 0.000 0.40 0.000 0.001 0.001 0.02 19 02.1 376 0.009 0.90 0.008 0.027 0.041 02.2 64 0.001 0.40 0.001 0.002 0.003 0.04 18 03.1 344 0.008 0.90 0.007 0.025 0.037 03.2 548 0.013 0.40 0.005 0.018 0.026 0.06 17 E1.1 5,375 0.123 0.90 0.111 0.389 0.583 E1.2 333 0.008 0.40 0.003 0.011 0.016 0.60 3 E2.1 1,081 0.025 0.90 0.022 0.078 0.117 E2.2 132 0.003 0.40 0.001 0.004 0.006 0.12 21 Printed 11/15/2007 Page 2 of.3 04001_hydro-3.xls Post Dev I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil ~ngineers/Surveyors/Genera1-Engineering Contractors AB412412 2525 Pio Pico Drive' Suite 102· Carlbad, CA92008' Telephone (760) 753-1453· Fax (760) 434-5831 100-Year Return Event Peak Flow Computations Romeria Pointe -CT 06-221 CP 06-15 APN 216-300-12 & 13 10/22/07 City of Carlsbad ------------------------------------------------------------------------------------------------~------------------------------------- POST ·DEVELOPMENT CONDITION (DEVELOPED AREA) 0.89 "A" ·SUB AREA AREA "C" Q10 BASIN (SF) (ACRES) FACTOR C*A (CFS) . F1.1 508 0.012 0.90 0.010 0.037 F1.2 387 0.009 0.40 0.004 0.012 F2.1 602 0.014 0.90 0.012 0.044 F2.2 313 0.007 0.40 0.003 0.010 F3.1 833 0.019 0.90 0.017 0.060 F3.2 361 0.008 0.40 0.003 0.012 F4.1 836 0.019 0.90 0.017 0.060 F4.2 377 0.009 0.40 0.003 0.012 F5.1 1,280 0.029 0.90 0.026 0.093 F5.2 376 0.009 0.40 0.003 0.012 F6 542 0.012 0.90 0.011 0.039 24,480 0.56 0.46 2.84 Overall Weighted "C" Value: 0.82 (Study area only) POST·DEVELOPMENT CONDITION (REMAINING SITE AREA) "AU SUB AREA AREA "C" BASIN (SF) (ACRES·) FACTOR C * A- G1 334 0.008 0.90 0.007 G2.1 392 0.009 0.90 0.008 G2.2 82 0.002 0.40 0.001 G3 5,967 0.137 0.40 0.055 6,775 0.16 0.45 0.07 TOTAL Q (Areas A -G): Post·Development Area Use Summary: Pavement Landscape Structures Printed 11/15/2007 17,508 sf 3,992 sf 9.755 sf 31,255 sf 56.0% 12.8% 31.2% 68.8% Page 3 of3 Q10 (CFS) 0.024 0.028 0.003 0.192 0.25 3.08 Q100 Catch Q100 Subtotal Basin (CFS) (CFS) Ref. 0.055 0.019. 0;07 29 0.065 0.015 0.08 28 0.090 0.017 0.11 27 0.091 0.018 0.11 ·26 0.139 0.018 .0.16 25 0.059 0.06 23 2.42 2.42 Q100 Q100 Subtotal (CFS) (CFS) -. -- 0.036 0.043 0.004 0.05 0.288 0.29 0.37 2.79 2.76 04001_hydro-3.xls Post Dev 1 1 I I I 1 1 I 1 1 -I 1 1 I I 1 I '\ 1 IJ 40' 20' 0 40~ 80" I I! -I , r SCALE: 1-=40' REDUCED SCALE EXHIBIT , ",/ )./' ./~::: .. ././ ",f"',.r ~;;..- ./ ~.,//' -. .j',; .,"-'::';"--:':::';;-;;'-::~:;"~ -'~ Nov 06. 2007 -15:12'29 P:\04-001 BNR-9\H)I:Iro\HjI:!ro\04001-H)I:Iro.dwg PLOT: 11.17 FIT fIIINOfF FIIf»I CffllIlE' 1ltJ{jf~ 0IAEC1ED 7D ElIIS7INr: D-75 WA \ ROOf" GIIl7FRS .. PVT Sll SlSmI\ \ , ~p""«P' " I b '<1". II '"$' ~ 1 ...J ' <C u (/), " \ J Ii '! ~ 1 i \I~ \ \ 1 \ I· SHBET 1 of 2 SHEBTS PRE-DEVELOPMENT CT06·22/CP06-15 LEGEND A1 ~ SUB-BASIN DESIGNATOR 3064 --.......... SUB-BASIN AREA (5.F.) _ .. _---BASIN BOUNDARY Hydrology Map Pre-Development Condition CT'06-22 / CP 06-15 Romeria Pointe November 6. 2007 s (§ = I:=J ~ §) @5 I:=J @R) ~ (§ ~ @5 (§) I!:!b I? (§) ~ [I ~ @5 ~ ~ = ~ = c::::!1 I!!:!!I @5 @b ~ ~ os :8 -g ~ ., . S ~e .s \:i 8 ~ 1:'l I :!: i~ '" ~ -;S M ! ~ ~ ri 1 j ~ ~ ~ I I I I I I I I I I I I I I I I I I IJ \ 01 ~ ~ ~: ~ m ~ ~ ~ LEGEND 'f ~'" \. \ \ -I i' ~~ \', ~ \ i l \ ' ~~.". "', \' \1 ' i, ~,'-\~. \ i, .... )!\, '\ ,\ '\ '. ,'\ . ',,) I , \ ~ i '. \, " ~. , ~ /-_ . ..:. .~.~ ... < '\'" '-;--f v...t\ '..', \ '\ ,:1"'. ... , "~ A1 J' "'1/ ' , "" ", , \ "" -.J. ~~ " ~ • "" " '. tJ;il064 '-SUB-BASIN AREA (S.F.) J ~)'-.'\. r '" ... '., "-I '\' , '''', "-f \. ", ~ .. ~ .. -~'.,I ',0,./ " ,," ...... ~ '\ f".(-... , .... ', ... ~. "' .... ,"-~ ,---, "', ,. ""-fIRECTION OF FLOW ~ ; /"'--" ~~~~~'. \ " \ .... I / >b '... ,\". SHEET 2 of 2 SHEETS POST-DEVELOPMENT CT 06-22/CP 06-15 ./" SUB,....BAS/N D£SfGNA TOR -- BASIN BOUNDARY ( 1 I fe5 I -AV .......... ~ SUB-BA~N BOUNDARY i' I B1 , I 364 A1~_ 384 ( , A~ /'/ V F4 "r< .. ~"'" $TO~\PRAIN / '... ~ ) , '., "'- I :26'" 'Ot( H BA~fIv,,-.,.{/ ID No. \ "~ /P.~.~-~:~~ ".~" .. ....~-) r-~ I -~ B2 542 ~13 [l~ ___ -"" " A21 441 r ~~ -B3 A3: 539 306J\- / I~ A41B4~ 1627 I 498 ~~ 19 ~1 56ltO 12 '" 1213 ~ /, ~J ../ I F5 1656 I i' .... , / \ .~ ' ..... , i I .... )( ......... ,.... '",,-'''''-, .... \ ! ">, ... ,...... . "- 'if., f.... "'~'..... '~" ..: '! '" .j. '" \ ~ -'."-_ ... _ .. , ". \ ')1/ ,~ ........ l. " ' \ " .... .. , < , \ ~, ' . .... ' .... 1 I j ~ f' .. -.-.. ~. ....... ./ '" / ! ............ ~<:---..... '...... \ ..... ~ •• -' •• , ", \ ./pP" / '-. /' \ ./ ,/ '." / '-, \ ~.-:.. / ~.~, \ / " , ~ (§ = [;= @ 2J @§ [;= @'j) ~ (§ @ @§ (§ I!!b [;= (§) ~ [J ~ @§ ~ ~ = ~ = c:::!I I!illJ @§ @b ~ ~ e'l :!l ~ ~ .~ ~e ~ ~ Il :r .. l: g I :!: i~ '" ..... ii' {i ~ . ~. , ~. '///,/ oj /'/1 '\ ' , \, ,-' / " , ,. /.-" "X-\ , / -,~, 0'. _ , z%;! --/ ,.~, . , \. 6. , \ f' ',. ,-, p' 1 M rn i ~M -~-' ~¢#/ I \ \ A' \ \ /x /<'7~>Hvdro ogy ap i! ----~.:::--~, ---/. " , ", , I -/ --// --J -• B. s C) N --.c::'J--"-r ----;--\\ \ ~ \ \ i"'/ \. ,'?~P~,,?';:./ Oln-Site Dramage aSln ~ ~ r! i j ~ ···········1 I i '\ ' \.._______' \ \ } /L 0,/' II 15"! ::[~U~~J~J~b~b~~~~~~~~~~.~_~~~~~._~~_\~ , \ ~ \ \ i /Y,~~_ cr~!~~ ~~ -\ '\ \ -..\ ~ \ \ \ (./ ...... :;7'--.~.(..-Ro, ..... .-.aPomte ~ g , '. ~ • -, -" \ -r ~~. ~, \ \ '\; l\ \ 11 ,-;; \ _ --+--ill I /' I"~,"~ >'7~--,-"" / \ \ \ \ \ \, ----: \ \ i l' '" ,.", ~.:: ~\ " No ...... ~2')()7" ~ . \ , I • ,. '" \ -\ i , , , '/" \ -' "/ " , \ \ \ " , --i ! , J " /' --0 • \ -j \ -~:--+-"" IC \' ~ / \ . . I 'J l \ I ) cbT~ET) ! i _ J--! : I \ I I i j/\ _,,<' / I -' RO lf:iEdIA I 1 ~ \ I _~1 __ ~_ I i-r I 1 I j ; I J ,p, M ~ ; __ i __ .-+---';-!--T ----r I! i I j . f -If 1 i ~ i i : . Nov 06, 2007 -15:12:29 P:\04-001 BNR-9\Hydro\Hydro\04001-Hydro.dwg PLOT: 11.17 AT - ---.---- --- - - -- - --- 2.01 ! I l"'kl I ! 1 I j~! 1111"Nt 8 ~ g1.ol I ' I ~M 1111: ~o.s .lll .s0.7 0.51 I I ! I I 0.41 I I , I 7 8 9 10 15 20 30 40 50 Minutes Ouratiqn EQUATION I "" 7.44 P6 D-0.645 I = Intensity (in/nr) P6 := 6-HourPrecipltation (in) D = Duration (min) 2 3 4 5 6 'Hours i 'Jt :g 6.0 '2: 5.5 ~ 5.0 g 4.5 "§' 4.0 ~ 3.5.!!!. 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydmlogy Manual (10. 50, and 100 yr maps included in the Design and Procedure. Manual). (2) Adjust 6 hr precipitation (if necessary) $0 that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to D~sert). {3} Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. App'ication Form: {a} Selected frequency ~ year (b) P6 ;: L2Jn., Pit = ~ '::4::: 5' z. %(2) (c) Adjusted p6(2l;: Z. ~n. (d) tx = ~ min. (e) I ::: __ in.lhr. Note: This chart replaces the Intenslty~Duration.Frequency curves used since 1965. FIGURE I . 3 .. 1 -~ --' - "",,~l 1 .... 1 .,,1 , !-.,~ .. -.; ; .. __ ... ,t •• ; i :" ,"'''32·10' . ..... ! I; ,I -r' rnJ. "t.:.J:.:' i ..Jr=i"r;.::~!~": F:'~::d,,! .. ~.:·i·+ r::r:~ € --- -- J .: .. t!·-f-:-'T"''''~'-'-' I'¥-• J •• i, .. , , I , , --- ---- -- ..J I: i: i I' 'I !. I ' ! i ! !;J 1 1 I! ""'~-"'+""'I ... -l .. · .. j • ~-:--r~·-I ",1"" "t' " . ;. .., ... ~--....! I"T'''I' !e"( 1 "". "'1''''''''''1'' .,," i -+--1 .. .I.; 11 ;·I"·"I··,,""',,l-~~l· l t .. t· .. ··-J 1 ' I" J i i 31 "j ".I:~L·;""': ""I'-o5'!' t·, -, I () I ··0·,,- County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvlal (Inches) It Qu;):= 2:5 " DP\V ~GIS GIS ~""N::II~ <Sot~~"MIJ.·~ w¢ Hu\.'.:: S:tn 1)11.'8C'1 <:O"'(.t..:d! N TH1Sw.PISPROVIOEDwmtOUTWAARAKrYOFNttkJM).BnstEXPRESS ~ ORIMPUED,IHCllIDr«J.BUTNOTUMJEOTO. TtEII.I'lJB)WNUWffiES S OF NERCHAUTABIUTY AND FITNESS FORAPAATIClII..AR PURPOSE. CowIthI8InGIS,.MRlflj:uR ..... Th1sproob:tslNY~Wormat1D11rn.m#leSNiOAO~ E lnIomIIlIIcnSytlem'lltlIch=-tIlll~wIIIlcd"-...... permlillcnofSAl«lAO. ThIII~IN1CCf'1l11r1ln1omwUcn~,,"be.n"~1'AIh pwmInb'Ipr'Qdby~~Maps. 3 o 3 Miles r-_ -- - - -- ---. - - J l! ... +.L,_. --1", . . t· .. ·· .. ,I • 1 ..... "-~,, .. '~. "1 i ..... : ,'y.. !J' .... 33"00' '.,., , : i - ---'. ---.- County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -24 Hours Isopluvial (inches) ~(j~)"M' DPW "GIS Ot,4~flI"NGtttrt:I """ .... ,~M<>r',g.:..,m' .. w lHlSNAPISPROVIOEOWITHOUTWNaWlrYOFNU1<IND,emERElCPRESS OR IMPUED.lHa.uDlNO, BUI' NOT UNITEOTD.llE IJ.F!JEDWAAFWITlES OFNERCHANTAGIUTY AMI mNESSFClRAPNmCUl..AAPtJRPOSE. Ccp)dgIjS.,olS.Al~ReMIWd. ,.w~ p-~~~~~~ ThIIIpnI6.Iclln8)'carUlnlnftlllTlMlan'flHch .... bM'I~'I\tii pelmlllfllllglWlledbyThclmNBd\eQM., 3 o 3 Miles ,....- --- - 2.01 I I 1''1<1 I I I I i 11 . oR :?;-O,9 ·~O.8 I ~0.7 6 7 3 910 15 --- 20 30 40 50' Minutes D\Jral(~p - --- 2 3 -4 5 6 Hours - ~ !i:i 11 <il ~. e,o _. 5.5 ~ 5.0 g 4.5 "§' 4.0 ~ 3.5~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template - ----- Directions for Application: (1) From precipitation maps detennine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) $0 that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the Intensity..cJuration curve for the location being analyzed. Application Form: {a) Selected frequency It) year (b) P6:::: ..J..dL in., P24;:: U '::4;:: S-f> %(2) (c) Adjusted Pe(2) = M.. in. (d) tx ;:: h min. (e) I ;:: __ in.lhr. Note: This chart replaces the Intenslty-Duration-Frequency curves used since 1965. 3-1 - ----- -------- I'" ! ~~..r.. ", l~~l~~'·~! !···:·:····r~::·:l+~i. i~,,:·~:·:· .,. ------ County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (inches) I? (tt»: ItS' DPW --GIS N ~~fO.Mf;~ ~.~~~fm\\'t'J nus NAP IS PROVIDED Wl1HOUT WARlWnYOf Nl'fKIND. ElTHER EXPR£5S ORINPLlEO,lNct..UOINO.BUTNOTtJt.UTa)TO.1HE IM'LIEDWAAAANTlES OfNERCtWfTABIU1YNIOFlTNESSFORAP~PI.IRPOSE. Cow\ibISIrlO/S AII~RMrNd. ,,*prododsmayCO!llllnW1ll'fl\lllleflfrgmIllllSNlOAQ~ ldorrnmlcnSl'lltm""khQllnlllbe~~tn. ThlsprDolx:l:lNYtorIIaInll'lrOl1'Mlb1I11Ncbl.-bttrIlllptDdladMh ~*"pUdby'fluNl.~MIpt. S 3 0 ~ 3 Miles ---_. --- -- --- -- -- -- - " J-".l ~~fi~f+l~rFr~Y County of San Diego Hydrology Manual j. "..' ... 'i' -" .. .;.' ~'~ *."j ";'.' '1; i '{ F.t;' 1.: l---' ,. , T '\Ji" rf k~ b I "t ), ~'1' ! 1 'I ' , ' : ,1-""'='73, ~,,' t.. (_''''_o'.,! , .. • ~ ,33't5' . ,\'-:.1;' yo :=-::::-" ",t, ", \'''~~, ! • "" : "'r "'" Rairifall Isopluvials -~-t .. 1 • ... ; .. 1. I. i .... ""l! 1 !.~~.;. '''I I "_,,L"I.. , , -l 10 Year Rainfall Event ... 24 Hours Isopluvlal Onches) 1:4 (rlJ ) .. ? r STA 'rJ,'" .h .!l'" f.."~:::C" T y. . 1,"' . .. . .. . DP~ WI: O ,1">/'''''' " ' I:! . " ...... , ..... " ' j' I' . d7i;!'i V ; / . ...-:-. _. ! :-" -.+/'. r-'--+C',! L~ .; . ': ,,0, __ .,tn,,",,,d-'lP,I, .~: ' . .:±J ... ,I''''!''' =~:;J"Y ~I " ,. ' ['''I ~j111 'f,+':""f ,if xr~,i ~~ .:::r=Ilm-c-ti:-ilL:. N -~.=;--. I. , . , ., '. ," ,; I L' : I ... , .. '. , 1 ... ".,. • ••• 1 ,t .,-'-'-+ OFueR~=G,eurNoT~OFAHVKlN1).ElTHER .I rf~l-: ±.:.j+ ' •. 1 ii' !!' .! nTti"''''''Fr!:j~:-:!i: E ;;.;;;;;;;..::::: ......... ..".,.,.... ,"'.1 .... _ ..... ' i I .... ,,-J. 1o "-"1 ,: ........ , .. + ... ~.;b. " ." I ,.!, ii, ..... _"...= ........... '='.- 'j I, i I ...... -"!"L'" ,. ,.' 'r" ,,' ,. " " --' ,; ! I'~"l",''' .+-, " ! .... I .. j .... i"f<:s" """!" ! ..... ; '" i '! i ih ! II i 32'30',t--" S ~~a:'"n!!..~~h.beentap"Dlb:ed , .. , 1'f' 1'1' i' ; 'r-,,-~"+·+:·i:+;:: '.-d 3 MRos --- I I I- I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453 • FaX (.760)434-5831 APPENDIX F PROPOSED ON-SITE STORM DRAIN SYSTEM HYDRAULIC ANALYSIS I I I I I I I I I I I I I I I I I I I ~ e:::: o z o I") " W ..J « () (f) 8F2 915 F1 895 G3 5967 7F3 1194 Cl 3518 Bl 364 A1 384 B2 542 10 E2 1213 El 5640 19 18 Dl D2 162 440 C2 427 16 B3 539 A2 441 9 Storm Drain Analysis Data CT 06-22 / CP 06-15 Romeria Pointe November 6, 2007 17 4 D3 892 I- C3 w w_ -641 a::: 15 I-(f) B4 « 498 0::: W ~ 7 Gl 0 0::: 334 30 Nov 06, 2007 -15: 12: 29 P: \04-001 BNR-9\Hydro\Hydro\04001-Hydro.dwg PLOT: 11x17 FIT PLOT 1=30 (MFC85 HALF) I I I- I I I I I I I I I I I I I I I I - Conway & Associates, Inc. Civil Engineers/SurveyorslGenera1-Engineering Contractors AB412412 2525 Pio Pico Drive' Suite 102· Carlbad, CA92008· Telephone (760) 753-1453· Fmr(760) 635-0839 04-001 -BNR-9: Site SD Analysis Entry Data 12117/04 liNE ID DEFL'N LENGTH Q I.E. dn I.E. up Dia June FG PLAN ANGLE n Loss 1 63.9 12.78 0.00 68.00 68.69 12 0.009 0.3 73.0 21 2 35.7 12.06 0.00 68.69 69.34 12 0.009 0.2 74.2 20 3 0.0 6.32 0.45 69.34 69.68 8 0.009 1.0 72.8 12 4 0.0 27.81 0.00 69.68 70.73 8 0.009 1.0 73.9 11 .. 5 -9.6 40.58 0.43 70.73 78.34 8 0.009 1.0 82.5 10 6 0.0 26.50 0.01 78.34 78.87 8 0.009 1.0 83.1 9 7 0.0 38.40 0.13 78.87 81.41 8 0.009 1.0 91.5 8 8 -90.0 17.34 0.04 81.41 81.75 6 0.009 0.5 91.6 7 9 0.0 26.34 0.05 81.75 82.28 6 0.009 0.5 91.8 5 10 0.0 28.10 0.04 82.28 82.84 6 0.009 0.5 92.1 3 11 -90.0 8.65 0.06 78.87 79.05 6 0.009 0.5 82.9 19 12 0.0 27.68 0.05 79.05 79.60 6 0.009 0.5 83.2 17 13 0.0 28.24 0.05 79.60 80.17 6 0.009 0.5 83.3 15 14 0.0 36.72 0.04 80.17 80.90 6 0.009 0.5 83.4· 13 15 -90.0 11.65 0.07 78.34 78.57 6 0.009 0.5 82.8 23 16 0.0 27.30 0.06 78.59 79.12 6 0.009 0.5 83.1 21 17 0.0 4.75 0.06 70.23 70:73 6 0.009 0.5 74.0 30 18 0.0 26.68 0.04 70.73 71.27 6 0.009 0.5 75.4 28 1-9-0·.0 27.30 0:03 71.27 11-.82 6_ --.0.009-.0:5 14.6· 26 20 222.9 7.88 0.00 69.68 69.81 8 0.009 1.0 73.5 44 21 -312.9 24.53 0.12 69.81 72.63 8 0.009 0.5 75.4 32 22 270.0 3.99 0.00 69.81 69.85 8 0.009 0.3 75.8 43 23 -25.9 11.42 0.06 69.85 69.96 8 0.009 1.0 14.3 42 24 51.1 58.81 0.00 69.96 70.54 8 0.009 0.3 75.1 41 25 29.2 8.59 0.14 70.54 70.63 8 0.009 1.0 74.9 40 26 -292.8 42.14 0.10 70.63 71.05 6 0.009 0.5 74.9 38 .. 27 0.0 32.91 0.10 71.05 71.38 6 0.009 0.5 74.9 37 28 0.0 32.83 0.07 71.38 71.71 6 0.009 0.5 74.9 36 29 0.0 18.92 0.07 71.71 71.90 6 0.00.9 1.0 74.8 35 2.27 Printed 2/1/2005 Page 1 of 1 J.N. 04-001: Q4001_SD.xIs 1 1 1 1-- 1 I· 1 1 1 1 1 1 1 1 I 1 1 Storm Sewer Summary Report Line LinelD Flow Line Line Invert Invert Line HGL No. rate size length ELDn ELUp slope down (cfs) (In) (tt) (tt) (tt) (%) (tt) 1 1 2.27 12 c 12.8 68.00 68.69 5.399 68.30 2 2 2.27 12 c 12.1 68.69 69.34 5.390 71.11* 3 3 2.27 8 c 6.3 69.34 69.68 5.380 71.19* 4 4 1.16 8 c 27.8 69.68 70.73 3.776 71.96* ':' 5 5 1.03 8 c 40.6 70.73 78.34 18.753 72.25 -, 6 6 0.47 8 c 26.5 78.34 78.87 2.000 79.05 7 7 0.26 8 c • 38.4 78.87 81.41 6.615 79.32 8 8 0.13 6 c 17.3 81.41 81.75 1.961 81.73 9 9 0.09 6 c 26.3 81.75 82.28 2.012 81.96 10 10 0.04 6 c 28.1 82.28 82.84 1.993 82.46 11 11 0.20 6 c 8.6 78.87 79.05 2.081 79.32 12 12 0.14 6 c 27.7 79.05 79.60 1.987 79.32 13 13 0.09 6 c 28.2 79.60 80.17 2.018 79.82 14 14 0.04 6 c 36.7 80.17 80.90 1.988 80.35 15 15 0.13 6 c 11.6 78.34 78.57 1.974 79.05 16 16 0.06 6 c 27.3 78.57 79.12 2.015 79.05 17 17 0.13 6 c 4.8 70.73 70.73 0.000 72;25* 18 18 0.07 6 c 26.7 70.73 71.27 2.024 72.26* 19 19 0.03 6 c 27.3 71.27 71.82 2.015 72.26 20 20 0.66 8 c 7.9 69.68 69.81 1.650 _ 71.96" 21 21 0.12 8 c 24.5 69.81 72.63 11.496 72.02 22 22 0.54 8 c 4.0 69.81 69.85 1.003 72.02* 230 23_ 0.54-8e 1":1.4 69.85 69.96 -0.963 72.0'J!' 24 24 0.48 8 c 58.8 69.96 70.54 0.986 72.11* 25 25 0.48 8 c 8.6 70.54 70.63 1.048 72.17* 26 26 0.34 6 c 42.1 70.63 71.05 0.997 72.21" 27 27 0.24 6 c 32.9 71.05 71.38 1.003 72.31" 28 28 0.14 6 c 32.8 71.38 71.71 1.005 72.35* 29 29 0.07 6 c 18.9 71.71 71.90 1.004 72.36 PROJECT FILE: 04-001.STM I-D-F FILE: SAMPLE.lDF TOTAL NO. LINES: 29 NOTES: C =-Circular; e = elliptical; b = boX; Return period = 5 Yrs.; "Indicates surcharge condition. Page 1 HGL Minor Dns ~p loss line (ft) (tt) No. 68.99 -2.12 End 71.13* 0.06 1 71.30* 0.66 2 ---I 72.08* 0.17 3 78.82 0.23 4 79.19 0.12 5 81.65 0.08 6 81.93 9·03 7 . 82.43 0.02 8 .' 82.94 0.02 -9 79.28 0.04 6 79.79 0.03 11 80.32 0.02 12 81.00 0.02 13 79.05 0.00 5 . 79.24 0.02 15 72.25* 0.00 4 j 72.26* 0.00 17 I j- 72.26 0.00 18 I 71.9'7* 0.06 -.-I 3 l 72.79 0.05 20 I 72.03* 0;04 20 I 72;08~ 0.04 22-I 72.16* -0.01 23 I 72.18* 0.03 24 72.28" 0,02 25 72.34" 0;01 26 I I 72,36* 0.00 27 72.36 0-.00 28 I I I RUN DATE: 01-05-2005 I -- I I'r----------------=--- I I' I 'I ' I I 'I I I I I I I I I, I, I, I Storm Sewer Design & Analysis I I ' ! I Proj. file: 04-001.STM IDF file: SAMPLE.IDF No. Lines: 29 01-05-2005, I Line 1 Q=2.27 Size = 12 x 0 (Cir) 1 I Outfall I. I I Invert Depth HGL EGL ·1 ·1 .1 I '1 I I Dnstrm 68.00 4 Upstrm 68.69 4 Drainage area (ac) RUnoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) . Cumulative C x A Q = CA x I (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to offsite Line 2 Q=2.27 I . 2 I Downstream line = 1 I I ·1 I '1. I Invert Dnstrm 68.69 IJpstnn-69:34 Depth 12 12 Drainage area (ac) Runoff coefficient (C) Time ofconc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA x I (cfs) Q Catchment (cfs) Q Carryover ( cfs) Q Captured (cfs) Q Bypassed to 1 (cfs) 68.30 70.42 68.99 71.11 -0.00 -0.00 -1.31 -0.00 = 0.00 = 0.00 = 0.00' -0.00 -0.00 -0.00 -0.00 Size = 12 x 0 (Cir) HGL 71.11 71.13 -0.00 -0.00 -1.24 -0.00 -0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL 71.24 11.26 Nv = 0.009 Len = 12.8 JLC= 1.00 Area Vel T-Wid Cover· 0.19 11.68 0.91 0.19 11.68 0.91 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) Nv=O.009 Len = 12.1 Area Vel T-Wid 0.79 0.19 2.89 .2:89- 0.00 0.00 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) N/A 3.31 -5.399 -5.399 -8 -73.00 -0.00 -0.00 -11.95 = MH -0.00 = 0.00 = 0.00 JLC = 0.50 Cover 3.31 3.:86 -5390 -0.195 - 8 -74.20 -0.79 -:-0.00. = 11.94 -----------------------------------------------~---- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) == WI -0.00 = 0.00 = 0.00 I I -------------------------------------------------------------------------------------------------------~-------- I. Line 3 Q=2.27 Size = 8 x 0 (Cir) Nv=0.009 Len =6.3 JLC= 1.00 1 . 3 / Downstream line = 2 I· 1 I 1 I· 1 I 1 1 .1: .1 Invert Depth. Dnstrm 69.34 8 Upstrm 69.68 8 Drainage area (ac) . Runoff coefficient (C) Tim,e of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA x I (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured ( cfs) Q Bypassed to 2 (cfs) HGL 71.19 71.30 -0.00 -0.00 -1.21 -0.00 = 0.00 = 0.00 =' O~OO -0.00 -0.00 -0.00 -0.00 EGL 71.85 71.96 Area Vel T-Wid Cover 0.35 6.50 0.00 4.19 0.35 6.50 0.00 2.45 Slope of invert (%) = 5.380 Slope energy w;ade line (%) -1.694 Critical depth (in) = 8 Natural ground elev. (ft) -72.80 Upstream surcharge (ft) = 0.95 Additional Q (cfs) = 0.45 Full-flow capacity (cfs) . = 4~O5 ---------------------------------------------------- Inlet Type Gutter slope (ftlft) . Cross slope (ftlft) Width of Flow (ft) = MH 0.00 = 0.00 = 0.00 ---------------------------------------------------------------------------------------------------------~------ Q= 1.16 Size = 8 x 0 (Cir) . 4 / pownstream line = 3 Invert Depth HGL Dnstrm 69.68 Upstrm.. 70.73 8 ··-8 Drainage area (ac) Runoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA x I (cfs) 71.96 72.08 = 0.00 -0.00 = 0.98 = 0.00 = 0.00 = 0.00 = 0.00 EGL 72.13 72.25 Nv=0.009 Len =27.8 JLC= 1.00 Area Vel T-Wid Cover 0.35 3.32 0.00 2.45 '0.35 3.32" 0:00 250 Slope of invert (%) -3.176 Slope energy grade line (%) -0.442 Critical depth (in) -6 Natural ground elev. (ft) -73.90 Upstream surcharge (ft) -0.68 Additional Q (cfs) -0.00 Full-flow capacity (cfs) -3.39 -----------------------------------------------~----- 1 .Q Catchment (cfs) = 0.00 Inlet Type = MH Q Carryover (cfs) = 0.00 Gutter slope (ftlft) = 0.00 Q Captured (cfs) = 0.00 Cross slope (ftlft) =' 0'.00 I. . ~-~~~~-~~-~~--~--~~~~!----------~~~~-----------------~~~:~-~~-~!~~-~~!---------------~-----~:~~---- I I I' LineS Q=1.03 5 / Downstream line = 4 Size = 8 x 0 (Cir) Nv = 0.009 Len = 40.6 JLC=1.00 I Invert Depth HGL EGL· Area Vel T-Wid Cover Dnstrm 70.73 8 Upstrm 78.34 . 6 I I . Drainage area (ac) Ru,noff coefficient (C) Time ofconc. (min) I. Inlr et ~im@e (romS· )(inIhr ntenslty yr ) Cumulative C x A Q = CA.x I (cfs) I 72.25 78.82 -0.00 -0.00 -0.76 = 0.00 = 0.00 = 0.00 . = 0.00 ~------------------------------------------- 1 Q Catchm~nt (cfs) Q Carryover (cfs) Q Captured (cfs) I. Q Bypassed to 4 (cfs) = 0.00 -0.00 = 0.00 = 0.00 72.39 79.05 0.35 2.95 0.00 0.27 3.84 0.60 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural grQund elev. (ft) Upstream surcharge (ft) Additio~al Q (cfs) Fuil-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) 2.50 3.49 -18.753 -16.412 -6 -82.50' -0.00 ; -0.43·. -7.55 =MI-I -0.00 = 0.00 = 0.00 -------------------------------------------------------------------------------------------------~-------------. I Line 6 Q=0.47 Size = 8 x 0 (Cir) I 6 / Downstream line = 5 I I Invert Dnstrm 78.34 UpstIm.. 18.87 Depth 8 4 HGL 79.05 79.;-19 . Drainage area (ac) = 0.00 I Runoff coefficient (C) = 0.00 Time ofconc. (min) -0.61 Inlet Time (min) = 0.00 I Intensity @ 5 yr (in/hr) = 0.00 Cumulative C x A = 0.00 II' ~ ___ ~~~!_~~~~ __________________ ~~~~_ Q Catchment (cfs) Q Carryover (cfs) Q Captured ( cfs) Q Bypassed to 5 (cfs) = 0.00 = 0.00 = 0.00 = 0.00 EGL 79.08 79.32 Nv = 0.009 Len = 26.S Area Vel T-Wid 0.35 1.35 0.00 "0:17-2.80' 0;;6':t Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity ( cfs) JLC=.1.00 Cover 3.49 3.56 = 2.000 = 0.903 - 4 -83.10 -0.00 -0.01 = 2.47 ----------------------------------------------------- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) =l\ffi = 0.00 ::::: 0.00 = 0.00 I I I ---------------------------------------------------------------------------------------------------------------- I I I, I' I I I I I I I I I I I I I I I Line 7 Q=0.26 Size = 8 x 0 (Cir) Nv = 0.009 Len = 38.4 JLC=1.00 ,7 / Downstream line = 6 Invert Depth HGL EGL Area Vel' T-Wid Cover Dnstrm 78.87 5 79.32 79.33 0.25 1.05 0.54 3.56, Upstrm 81.41 3 81.65 81.73 0.11 2.30 0.64 9.42 Drainage area (ac) -0.00 Slope of invert (%) -6.615 , Runoff coefficient (C) -0.00 Slope energy grade line (%) -6.250 time of c~nc. (min) -0.40 Critical depth (in) -3 Inlet Time (min) -0.00 Natural ground eleva (ft) -9.1.50 Intensity @ 5 yr (in/hr) = 0.00 Upstream surcharge (ft) -0.00' , Cumulative C x A -0.00 Additional Q (cfs) -0.13 , Q" CA x I (cfs) -0.00 Full-flow capacity (cfs) ,"= 4.49 " , ' . ------------------------------------------------------------------------------------------------ ,Q Catchment ( cfs) -0.00 Inlet Type =MH Q Carryover (cfs) = 0.00 Gutter slope (ftlft) -0.00 Q Captured ( cfs) -0.00 Cross slope (ftlft) -0.00 Q Bypassed to 6 (cfs) -0.00 Width of Flow (ft) -0.00 -----------------------------------------------------------------------------------------------~---------------- Line 8 Q=0.13 Size = 6 x 0 (Cir) Nv=0.009 Len = 17.3 JLC = 0.50 8 / DoWnstream line = 7 Invert Depth HGL EGL Area Vel T-Wid Cover Dnstrm 81.41 4 81.73 81.75 0.13 0.97 0.40 9.59 -Upstrnl-81.75 ,2 _81..93 81.99, 0.07 2~00' -0.48 -9..35- Drainage' area (ac) = 0.00 Slope of invert (%) -1.961 Runoff coefficient (C) = 0.00 Slope energy grade line (%) -1.432 Time of conca (min) = 0.30 Critical depth (in) -2 Inlet Time (min) = 0.00 Natural ground eleva (ft) = 91.60 Intensity @ 5 yr (inIbr) = 0.00 Upstream surcharge (ft) -0.00 Cumulative C x A = 0.00 Additional Q (cfs) = 0.04 Q = CA x I (cfs) ,= 0.00 Full-flow capacity (cfs) -1.13 ------------------------------------------------------------------------------------------------ , Q Catchment (cfs) = 0.00 Inlet Type =:rv.tH Q Carryover (cfs) = 0.00 Gutter slope (ftlft) =' 0.00 Q Captured (cfs) = 0.00 Cross slope (ftlft) = 0.00' Q Bypassed to 7 (cfs) = 0.00 Width of Flow (ft) == 0.00 ---------------------------------------------------------------------------------------------------------------- I I' Line 9 Q=0.09 9 I Downstream line = 8 I Invert Depth I Dnstrm 81.75 3 , Upstrm 82.28 2 I Drainage area (ac) Runoff coefficient (C) T~e of conc. (min) I Inlet Time (min) Intensity @ 5 yr (in/hr) I ' Cumulative C x A : , 'Q = CAxI (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q -Bypassed to 8 (cfs) Size = 6 x 0 (Cir) HGL 81.96 82.43 -0.00 -0.00 -0.16 -0.00 = 0.00 = 0.00 = 0.00 -0.00 -0.00 -0.00 -0.00 EGL 81.98 82.48 Nv=0.009 Len =26.3 JLC=O.50 Area Vel T-Wid' Cover 0.08 1.12 0.33 9.35 0.05 1.78 0.46 9.02 Slope of invert (%) = 2.012 Slope energy grade line (%) = 1.890, Critical depth (in) - 2 -, Natural ground elev. (ft) -91.80 Upstream surcharge (ft) -0.00' Additional Q (cfs) -0.05 Full-flow capacity (cfs) -L1S -----------------------------~----------------------. Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = MH -0.00 = 0.00 = 0.00 I I I I I -----------------------------------------------------.----------------------------------------------------------, ' , I Line 10 Q=0.04 10 I Downstream line = 9 Dnstrm UpstniJ. Invert Depth 82.28 82.84 2 1 Drainage area (ac) I Runoff coefficient (C) _ Time of conc. (min) I I Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q ~ CA x I (cfs) Q Catchment (cfs) Q Carryover ( cfs) Q Captured (cfs) Q Bypassed to 9 (cfs) Size = 6 x 0 (Cir) HGL 82.46 82.94 = 0.00 = 0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL 82.46 82.97 Nv = 0.009 Len =28.1 Area Vel T-Wid 0.06 -0.03 0.64 0.30 1.40~--0040 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) JLC=O.50 Cover 9.02 8:.76 -1.993 -1.810, - 1 -92.10 -0.00 = 0.04 = 1.14 ---------------------------------------------------- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = MH -0.00' = 0.00 = 0.00 I I I ---------------------------------------------------------------------------------------------------------------- 1 1 Line 11 Q=O.20 Size = 6 x 0 (Cir) Nv=O.009 Len = 8.6 JLC=O.50 " II/Downstream line = 6 1 Invert Depth HGL I Dnstrm. 78.87 5 79.32 Upstrm. 79.05 3 79.28 I" Drainage area (ac) -0.00 Runoff coefficient (C) -0.00 Time of conca (min) -0.51 1 Inlet Time (min) -0.00 IntenSity @ 5 yr (in/hr) = 0.00 I Cumulative C x A = 0.00 Q = CA x I (cfs) = 0.00 -------------------------------------------- I Q Catchment ( cfs) = 0.00 Q Carryover (cfs) = 0.00 I Q Captured (cfs) = 0.00 " Q Bypassed to 6 (cfs) = 0.00 EGL Area Vel T -Wid Cover 79.33 0.18 1.08 0.47 3.73 79.36 0.09 2.27 0.50 3.35 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground eleva (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) = 2.081 = 0.307 = 3 = 82.90 -0.00 = 0.06 == 1.17 ---------------------------------------------------- Inlet Type" Gutter slope (ftlft) Cross slope (ftlft)" Width of Flow (ft) =l\1H = 0.00 = 0.00 = 0.00 ---------------------------------------------------------------------------------------------------------------- I I I I" Line 12 Q=O.14 12 / Downstream line = 11 Invert Depth Dnstrm. 79.05 Upstrm." 79.60 3 2 " Drainage area (ac) 1 Runoff coefficient (C) Time of conca (min) 1 Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A I Q = CA x I (cfs) Size = 6 x 0 (Cir) HGL 79.32 79.79 -0.00 -0.00 -0.36 = 0.00 = 0.00" = 0.00 "= 0.00 --------------------------------------------" " I " Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 11 ( cfs) -0.00 = 0.00 = 0.00 = 0.00 EGL 79.35 79.85 Nv=O.009 Len =27.7 Area 0.11 0.0.7 Vel 1.30 2;05 Slope of invert (%) T-Wid 0.37 OA9 Slope energy grade line (%) Critical depth (in) Natural ground eleva (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity"(cfs) " Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) JLC=O.50" Cover 3.35 -3.10 = 1.987 = 1.839 = 2 = 83.20 = 0.00 :-0.05 = 1.14 _" lI.fl..T -lYlll = 0.00 == 0.00 = 0.00 I ----------------------------------------------------------------------------------------------------------------. 1 I Len =28.2 Line 13 Q = 0.09 Size = 6 x 0 (Cir) I· . 13 / Downstream line = 12 Nv=0.009 JLC=O.50 I I I I 1 I .1 1 I I I I ·1 I 1 I I' Invert Depth HGL EGL Area Vel T-Wid Cover Dnstrm 79.60 3 79.82 79.84 0.08 1.07 0.33 3.10 Upstrm 80.17 2 80.32 80.37 0.05 1.78 0.46 2.63 . Drainage area (ac) -0.00 Slope of invert (%) = 2.018. Runoff coefficient (C) -0.00 Slope energy grade line (%) -1.881 . Time of conc. (min) . -0.20 Critical depth (in) = 2. Inlet Time (min) -0.00 Natural ground elev. (ft) . -83.30 .. Intensity @ 5 yr (in/hr) -0.00 Upstream surcharge (ft) -0.00 Cumulative C x A -0.00 Additional Q (cfs) -0.05' Q = CA xl (cfs) -0.00 Full-flow capacity (cfs) -1.15 -------------------------------------~----------------------------------------~----------------- Q Catchment (cfs) -0.00 Inlet Type =MH Q Carryover (cfs) -0.00 Gutter slope (ftlft) = 0.00 Q Captured (cfs) -0.00 Cross slope (ftlft) =.0.00. Q Bypassed to 12 (cfs) -0.00 Width of Flow (ft) = 0.00 ---------------------------------------------------------------------------------------------------------------- Line 14 Q=0.04 14 / Downstream line = 13 Invert Depth Dnstrm 80.17 2 Upsmn 80.90 1 Drainage area (ac) Runoff coefficient (C) Time ofconc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CAxI (cfs) . Q Catchment (cfs) . Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 13 (cfs) Size = 6 x 0 (Cir) HGL 80.35 81..00 = 0.00 = 0.00 -0.00 = 0.00 -0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL 80.35 -8.1.03. Nv = 0.009 Len =36.7 Area Vel T-Wid 0.06 0.64 0.30 .0.03 1.4.0_ OAO Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) JLC=O.50 Cover 2.63· 2 . .00. -1.988 -1.848 - 1 = 83.40 = 0.00 = 0.04 . =' 1.14 = :MIl . = 0.00 = 0.00 . = 0.00 ---------------------------------------------------------------------------~------~----------------------------. ' I Line 15 Q=O.13 Size = 6 x 0 (Cir) I-Nv=O.009 Len = 11.6 JLC=O.50 15 I Downstream line = 5 I Invert Depth HGL I- I Dnstrm 78.34 6 Upstrm 78.57 6 Drainage area (ac) Runoff coefficient (C) Time ofconc. (min) I Inlet Time (min) -Intensity @ 5 yr (in/hr) I-- I I I- I Cumulative C x A Q _-CAxI (cfs) Q Catchment (cfs) -Q Carryover ( cfs) Q Captured (cfs) Q Bypassed to 5 (cfs) Lme16 Q=O.06 161 Downstream line = 15 Invert Dnstrm 78.57 JJpstmt 79.12 Depth 6 1 Drainage area (ac) Runoff coefficient (C) Time ofconc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA x_I (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured ( cfs) Q Bypassed to 15 (cfs) 79.05 79.05 -0.00 = 0.00 = 0.15 -0.00 = 0.00 = 0.00 = 0.00 -0.00 -= 0.00 = 0.00 = 0.00 Size = 6 x 0 (Cir) HGL 79.05 79.24 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL Area Vel T -Wid Cover 79.05 _ 0.20 0.66 0.00 -3.66 79.06 0.19 0.67 0.19 3.73 EGL 79.06 79.28 Slope of invert (%) Slope energy grade line (%) Critical depth (in) -. = 1.974 = 0.031- = 2 -82.80 -0.00 Natural ground eleva (ft) Upstream surcharge (ft) A4ditional Q "( cfs) Full-flow capacity (cfs) -= 0.07 _ -1.14 ---------------------------------------~------------ Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) Nv=O.009 Len = 27.3 -Area Vel T-Wid 0.19 0.31 0.49 0.04 1..57 0.43 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground eleva (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) =:MH = 0.00 = 0.00 = 0.00 JLC=O.50 Cover 3.73 3.48 -2.015 -0.831- -1 -83.10 -0.00 -0.06 -1.15 ------------------------------------~--------------- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) - - - - Iv1H 0.00 0.00 0.00 I I I I I I I- ----------------------------------------------------------------------------------------------~----------------- I I, ' 1 I 1 I 1 1 I I Line 17 Q=0.13 Size = 6 x 0 (Cir) 17 I Downstream line = 4 Invert Depth HGL Dnstrm 70.73 6 72.25 Upstrm 70.73 6 72.25 Drainage area (ac) -0.00 Rutioff'coefficient (C) -0.00 Time ofconc. (min) -0.30 Inlet Time (min) -0.00 Intensity @ 5 yr (in/hr) -0.00 Cumulative C x A -0.00 Q = CA x I (cfs) = 0.00 -------------------------------------------- Q Catchment (cfs) -0.00 Q Carryover (cfs) -0.00 Q Captured (cfs) -0.00 Q Bypassed to 4 (cfs) -0.00 EGL 72.26 72.26 Nv = 0.009 Len = 4.8 JLC = 0.50 ' Area Vel T':'Wid Cover 0.20 0.20 0.66 0.66 Slope of ll;1vert (%) 0.00 0.00 Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) 2.67 2.71 , = 0.000 = 0.026 - 2 -74.00 -1.02 -0.06 = 0.00 =MH -0.00 = 0.00 = 0.00 ---------------------------------------------------------------------------------------------------------------- 1 I I Line 18 Q=0.07 18 I Downstream line = 17 Invert Depth j)nstrm 70.73 1 '-lJ-pstrm-7-t21 6 6 I I I I I' ' I Drainage area (ac) Runoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CAxI (cfs) Q Catchment (cfs) Q Carryover ( cfs) Q Captured (cfs) Q Bypassed to 17 (cfs) Size = 6 x 0 (Cir) HGL 72.26 72.26 = 0.00 -0.00 -0.15 -0.00 -0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL 72.26 72.26 Nv=O.009 Len = 26.7 Area Vel T-Wid 0.20 0.20 0.36, 0.00 0..3-6-O~OD_ Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity ( cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) JLC=O.50 ' :' Cover 2.77 3.63 = 2.024 = 0.007 - 2 = 75.40 = 0.49· = ,0.04 = 1.15 -MH = 0.00 = 0.00 == O~OO Line 19 Q=0.03 Size = 6 x 0 (Cir) 19 / Downstream line = 18 1 I I' Invert Depth HGL EGL '1 Dnstrm 71.27 6 Upstrm 71.82 5 I Drainage area (ac) .. Runoff coefficient (C) . : Time of conc. (min) I . . Inlet Time (min) . Intensity @ 5 yr (in/hr) I Cumulative C x A Q =CAxI (cfs) I· I I· I. I Q Catchment (cfs) Q Carryover ( cfs) Q Captured (cfs) . Q Bypassed to 18 (cfs) Line 20 Q=0.66 20 / Downstream line = 3 Invert Dnstrm 69.68 . U:pstrm--·69~8·1 Depth 8 8 Drainage area (ac) Runoff coefficient (C) Tiine of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CAxI (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 3 (cfs) 72.26 72.26 = 0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 Size = 8 x 0 (Cir) HGL 71.96 71.91 -0.00 -0.00 -1.16 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 72.26 72.26 EGL 72.01 72:02 Nv = 0.009 Len =27.3 JLC=O.SO . Area Vel T-Wid Cover 0.20 0.15 0.00 ·3.63 0.18 0.16 0.32 2.28 Slope of invert (%) = 2.015. Slope energy grade line (%) -0.001 Critical depth (in) -1 Natural ground elev. (ft) -74.60 Upstream surcharge (ft) -0.00 Additional Q (cfs) = 0.03 Full-flow capacity (cfs) = 1.15 ---------------------------------------------------- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) Nv=0.009 Len = 7.9 Area Vel T-Wid 0.35 0.35 1.89 1.89- 0.00 0.00. Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity ( cfs) = :MH = 0.00 = 0.00 =. 0.00 JLC= 1.00 Cover -1.650 -0.143 5 -73.50 -1.49 -0:00 == 2.24 ---------------------------------------------~------ Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) -:MIl = 0.00 = 0.00 = 0.00 I I I I I I I ---------------------------------------------------------------------------------------------------------------- 1 I ,Line 21 21 / Downstream line = 20 Q=0.12 I 1 1 I" Dnstrm Upstrm Invert 69.81 72.63 Depth 8 2 Drainage area (ac) Runoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A I' , Q 'CAxI (cfs) I Q Catchment (cfs) Q Carryover ( cfs) Q Captured (cfs) Q Bypassed to 20 (cfs) Size = 8 x 0 (Cir) HGL 72.02 72.79 = 0.00 = 0.00 -0.00 -0.00 -0.00 -0.00 = 0.00 -0.00 = 0.00 = 0.00 = 0.00 EGL 72.03 72.84 Nv=0.009 Len = 24.5 Area Vel T-Wid 0.35 0.07 0.34 1.81 0.00 0.57 Slope of invert (%) Slope energy grade line (%) Critical depth (in.) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) JLC=l.OO Cov~r 3.02 2.10 = 1'1.496 = 3.333" = 2' -75.40 = 0.00 = 0.12 = 5.91 =:M:H = 0.00 = 0.00 = 0.00 ---------------------------------------------------------------------------------------------------------------- 1 I, Line 22 Q=0.54 221 Downstream line = 20 Invert Depth Dnstrm 1_ IIpstrm 69.81 69~85- 8 8 1 1 I' Drainage area (ac) Runoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA xl (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 20 (cfs) Size = 8 x 0 (Cir) HGL 72.02 72.03' -0.00 -0.00 -1.14 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 EGL 72.06 72~O1-- Nv = 0.009 Len = 4.0 Area Vel T-Wid 0.35 -0.35 1.55 1.55 0.00 0.00 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) JLC=1.00 Cover 3.02 5.28' = 1.003 = 0.096 = 4 = 75.80 -1.51 = 0.00 = 1.75 -------------------------~-------------------~------Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = :MH -0.00 = 0.00 = 0.00 I 1 I ----------------------------------------------------------------------------------------~----------------------- I I Line 23 Q=O.54 Size = 8 x 0 (Cir) 23 1 Downstream line = 22 I Invert Depth HGL I Dnstrm 69.85 8 Upstrm 69.96 8 I . Drainage area (ac) Runoff coefficient (C) '. Time of conc. (min) 1 Inlet Time (min) . Intensity @ 5 yr (in/hr) I . Cumulative C x A .. ' Q = CA x I (cfs) 72.07 72.08 -0.00 = 0.00 = 1.08 -0.00 -0.00 -0.00 -0.00 --------------------------------~-----------I' I I. Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 22 (cfs) Line 24 Q=O.48 I' 241 Downstream line = 23 I· I I I Invert Depth Dnstrm 69.96 8 -Upsttm. 10;54 8· Prainage area (ac) Runoff coefficient (C) Time of conc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q = CAxI (cfs) -0.00 = 0.00 = 0.00 = 0.00 Size = 8 x 0 (Cir) HGL 72.11 72~16- = 0.00 = 0.00 -0.75 -0.00 -0.00 -0.00 = 0.00 I· I -------------------------------------------- Q Catchment (cfs) Q Carryover ( cfs) . Q Captured (cfs) = 0.00 = 0.00 = 0.00 = 0.00 EGL 72.10 72.11 EGL 72.14 72.1-9 Nv=O.009 Len = 11.4 JLC = 1.00 Area Vel T-Wid Cover' 0.35 1.55 0.00 5.28 0.35 1.55 0.00 5.17 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ft/ft) Cross slope (ftlft) ,Width of Flow (ft) Nv=O.009 Len = 58.8 = 0.963 = 0.096 = 4 -75.80 -1.45 -0~06' -1.71 = :MH = 0.00 = 0.00 -:-0.00 JLC=O.50 Area Vel T-Wid Cover 0.35 1.38 0.00 5.17 . O:3~--1.38· 0:00 3'.89 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = 0.9~6 = 0.076 = 4 = 75.10 -0.95 == 0.00 = 1.73 -l\.1H = 0.00 = 0.00 = 0.00 I . Q Bypassed to 23 (cfs) ---------------------------------------------------------------------------------------------------------------- I I Line2S I Q=O.48 Size = 8 x 0 (Cir) 25 1 Downstream line = 24 I Invert Depth HGL EGL I Dnstrm. 70.54 8 Upstrm. 70.63 8 I Drainage area (ac) -Runoff coefficient (C) -Time of conc. (min) I Inlet Time (min) Intensity @ 5 yr (in/hr) CUmulative.c x A I_ Q = CAxI (cfs) I I I I- I- Q Catchment (cfs) Q Carryover (cfs) --Q Captured (cfs) Q Bypassed to 24 (cfs) Line 26 Q=O.34 261 Downstream. line = 25 Invert Depth Dnstrm. I-Upstrnl- 70.63 71.05- I I I I I I- Drainage area (ac) Runoff coefficient (C) Time ofconc. (min) Inlet Time (min) Intensity @ 5 yr (in/hr) Cumulative C x A Q __ CA x I (cfs) Q Catchment (cfs) Q Carryover (cfs) Q Captured (cfs) Q Bypassed to 25 (cfs) 72.17 72.18 = 0.00 = 0.00 = 0.70 -0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 Size = 6 x 0 (Cir) HGL 72.21 72~28 = 0.00 -0.00 = 0.47 = 0.00 = 0.00 = 0.00 = 0.00 = 0.00 -= 0.00 = 0.00 = 0.00 72.20 72.21 EGL 72.26 72.33 Nv=O.009 Len = 8.6 JLC= 1.00 Area Vel T-Wid Cover 0.35 1.38 0.00 0.35 1.38 0.00 Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) -_ Full-flow cap~9ity ( cfs) Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) Nv=O.009 Len = 42.1 Area Vel T-Wid 0.20 -0.20- 1.73 1.73 0.00 -<t.O.o- Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) 3.89 - 3.60 = 1.048 = 0.076 = 4 = 74.90 -0.88 ::;:-0.14 -1.79 = :ME: = 0.00 = 0;00 = 0.00 JLC = 0.50 Cover 3.77 _3.15 = 0.997 = 0.176 = 4 = 74.90 -0.73 == 0.10 = 0.81 -------------------------------------~---------~---- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = MH = 0.00 = -0.00 = 0.00 I Line 27 Q = 0.24 Size = 6 x 0 (Cir) Nv = 0.009 Len =32.9 JLC=O.50 I 27 I Downstream line = 26 I Invert Dnstrin 71.05 I Upstrm 71.38 Depth HGL 6 72.31 6 72.34 I· I· I: ·1 I I I I Drainage area-(ac) -0.00 . Runoff coefficient (C) -0.00 Time ofconc. (min) -0.29 Inlet Time (min) -0.00 Intensity @ 5 yr (in/hr) -0.00 Cumulative C x A -0.00 Q = CAxI (cfs) = 0.00 -------------------------------------------- Q Catchment (cfs) -0.00 Q Carryover (cfs) -0.00 Q .Captured (cfs) -0.00 Q Bypassed to 26 (cfs) -0.00 Line2S Q=0.14 Size = 6 x 0 (Cir) 281 Downstream line = 27 Invert Depth HGL . Dnstrm 71.38 6 72.35 ·1 I I Upstrm 71.71 6 72.36 Drainage area (ac) . = 0.00 Runoff coefficient (C) -0.00 Time of conc. (min) = 0.11 Inlet Time (min) :::; 0.00 Intensity @ 5 yr (in/hr) -0.00 Cumulative C x A = 0.00 I .. Q = CAxI (cfs) = 0.00 ._------------------------------------------- Q Catchment (cfs) = 0.00 I Q Carryover ( cfs) = 0.00 Q Captured (cfs) = 0.00 Q Bypassed to 27 (cfs) = 0.00 EGL 72.33 72.36 Area Vel T-Wid Cover 0.20 1.22 0.00 3.35 0.20 1.22 0.00 3.02 Slope of invert (%) Slope energy grade line (%) Critical depth (in) . Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ft/ft) Width of Flow (ft) Nv=0.009 Len =32.8 = 1.003 = 0.088 - 3 = 74.90 =0.46 =. 0.10 ~ 0.81 = MH = 0.00 = 0.00 = 0.00 JLC·= 0.50 EGL Area Vel T -Wid Cover 72.35 0.20 0.71 0.00 3.02 72.36 0.20 -0.71 -0.00_ 2;.69- Slope of invert (%) Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) Inlet Type Gutter slope (ftlft) Cross slope (ft/ft) Width of Flow (ft) = 1.005 =.0.030 --2 -74.90 = 0.15 = 0.07 = 0.81 =MH -0.00 = 0.00 = 0.00 I I -----------------------------------------------------------------------------------------------------~---------- I Q=O.07 I Line 29 29 / Downstream line = 28 ·1 Dnstrm I Upstrm Invert 71.71 71.90 Drainage area (ac) Depth 6 6 I .' Runoff coefficient (C) .' Time of conc. (min) I . Inlet Time (min) . . Intensity @ 5 yr (in/hr) Cumulative C x A Q = CA x I (cfs) I Size = 6 x 0 (Cir) HGL 72.36 72.36 -0.00 -0.00 -0.00 -0.00 = 0.00 = 0.00 = .0.00 -------------------------------------------- Q Catchment (cfs) Q Carryover (cfs) Q Captured ( cfs) Q Bypassed to 28 (cfs) -0.00 -0.00 -0.00 -0.00 EGL 72.36 72.36 Nv=O.009 Len = 18.9 . JLC=1.00 Area Vel T-Wid Cover '0.20 0.19 0.36 0.37 Slope of invert (%) 0.00 0.27 Slope energy grade line (%) Critical depth (in) Natural ground elev. (ft) Upstream surcharge (ft) Additional Q (cfs) Full-flow capacity (cfs) 2.69 '.' 2.40 = 1.004 = 0.005 - 2 = 74 .. 80 = 0.00 = 0.07 = 0.81 ---------------------------------------------------- Inlet Type Gutter slope (ftlft) Cross slope (ftlft) Width of Flow (ft) = MH = ·0.00 = 0.00 = 0.00 I I I ----------------------------------------------------------------------------------------------~----------------~ . I·· I I I I I· I· I I - - --- - - - - - - - - - - -------Storm Sewer Profile Proj. file: 04M001.STM Eisv. (ft) 80.0 2 77.0 Rim: 74.2 ft 1 Up Invert: 9.34ft Rim: 73.00 ft On Invert: 8.69ft Rim: 73 . Oft Up Invert: 68.69 ft length: 12 06ft3 Uplnve : 70.73ft On Invert: 68.00 ft Size: 12 In Rim: 72.80 ft On Inve : 69.68ft length: 12.78 ft Up Invert: 69.68 ft length: 7.81 ft Size: 121n On Invert: 69.34 ft Size:8i 74.0 71.0 68.0 65.0 b 25 5q 75 100 Reach (tl) --'------------- -.-----.-.-~---~.-.~---- Storm Sewer Profile Proj. file: 04-001.STM I Elev. (ft) 100.0 7 Rim: 91.50 ft Uplnvert:8V 1ft On Invert: 78.E ~ft Length: 38.40 92.0 Size: 8in 5 6 ~ Ri In: 82.50 ft Rim: 83.10 ft L-----~I Invert: 78.34 ft Up Invert: 78.87 ft 01 Invert: 70.73 ft On Invert: 78.34 ft ~ 84.0 LEingth: 40.58 ft Length: 26.50 ft ~IFe; 0 II ~i7';' 8 in ,;... 4 ~ Rim: 73.90 ft - Up Invert: 70.j ~: - pn Invert: 69.E -------~ ~-- 76.0 I .. nnth· ?7Ai ~ Size:·8 in ~~ ~ I I II .--!lIB 68.0 .. 60.0 0 25 50 75 100 125 . Reach (ft) .. ---.:. .. ----. .-.-.--"--~----'----"---- Storm Sewer Profile Elev. (ft) 90.0 87.0 84.0 81.0 78.0. 75.0 o 6 Rim: 83.10 ft Up Invert: 78.871ft On Invert: 78.34 ft Length: 26.50 ft ....... ~rr 11 Rim: 82.90 ft Up Invert: 79.05 ft On Invert: 78:87 ft I <>nnlh' A AI; ~ , ~'" Size: 6 in -I-t---- 25' im: 83.20ft i p Invert: 79.60 ft n Invert: 79.05 ft ngth: 27.68 ft F6irr -- .50 Reach (it) 75 --.----.-----.--------~ .. -.. -. -.~--~-----------.- 13 Rim: 83.30 ft Up Invert: 80.17 ft On Invert: 79.60 ft Length: 28.24 ft • ".t>. .v I--- 100 Proj. file: 04-001.STM 14 Rim: 83.40 ft Up Invert: 80.90 ft On Invert: 80.17 ft Length: 36.72 ft ~i"A'Rin - 125 ----------~----~--- Storm Sewer'Profile Elev. (ft) 90.0 85.0 80.0 65.0 o 5 Rim: 8~.50 ft Up Inv rt: 78.34 ft On Inv rt: 70.73 ft Lfm-gt~:40:58 ft Size: 8 in 25 15 Rim.~82.80 ft Up I vert: 78.57 ft On I vert: 78.34 ft 50 Reach (ft) 16 Rim: 83.10 Up Invert: 7Q.12 ft On Invert: 7~.57 ft • Size: 6 in 75 Proj. file: 04-001.STM 100 ------- - -.-- - --. '-_.--... Storm Sewer Profile . Proj. file: 04-001.STM Elev. (ft) 85.0 81. 18 Rim: 7 .40ft 19 4 17 Uplnv rt: 71.27 ft Rin ~~~!!07~ R~ ft Rim: 73.90 ft Rlm~ 7,tOO ft Dnlnv rt: 70.73 ft lin I Up Invert: 70.73 ft Up Invert 70.73 ft Lengtr I ~IJ.IJIJ R On nvert 71.27 ft On Invert: 69.68 ft On Invert: 70.73 ft Size: 6 in lei ~th: 27.30 ft length: 27.81 ft Length: 4.75 ft -Siz :6in Size: 8 in Size: 6in 77. 73 I . .-, ' --~ 69 -- 65.0 ------------ o 25 50 75 100 Reacli (it) . -----------------.-....... ~- .-. -.. _. - - - - - --.' -. - - - - - - - - Storm Sewer Profile Elev. (ft) 85.0 81.0 77.0 73.0 69.0 65.0 o Proj. file: 04-001.STM 25 50 75 100 Reach (ft) .--------.~-~- --'. _. - - - - - ----- - -.. - --Storm Sewer Profile Proj. file: 04-001.STM Elev. (tt) 85.0 81.0 22 2 Rim: 75.80 ft R m: 75.80 ft , 24 25 Up Invert: 69.1Il Dflnvert: 69,1~6 ft Rim: 75.10 ft Rim: 74.90 fl On Invert: 69.8l ~flnvert: 6~MJ5 It Up Invert: 70.54 It Up Invert: 7C 20 Length: 3.99 fl ngth: 11.42 ft On Invert: 69.96 ft n .. I ... _ ... "It 77. 3 ""11; , ".<J~.!iZ~:. ~ In e: 8 In I Length: 58.81 ft Length: 8.591 Rim: 72.80 ttUP Invert: p9.81 ft Size: 8 in Size: 8 In ,63ft 54ft ft 73. 69 65 Up Invert: 6~lftvert: ~~o I On Invert: 6~.h: 7. ~ ft r-i"': Length: 6.32~Z:: 2' ~ize: 8 in ( I~-- ~L~-~-+~~~--------+---~------~----j-II~ _ V J.. f-I-_ _ ---- e!P ,0 o 25 50 75 L __________ ~. __ .. ____ .. _. ____ . Reach (ft) 100 -~-----'----~'----'--- 'Storm Sewer Profile , Proj. file: 04-001.STM Elev. (ft) 85.0 81.0 25 26 27 ~8 29 Rim: 74.90 ft Rim: 74.90 ft Rim: 74.9 ft Rim: 74.90 ft Rim: 74.80 ft Up Invert: 70.63 ft Up Invert: 71.05 ft Up Invert: 71.38 ft Up Invert: 71.71 ft Up Invert: 71.90 ft 77.0 no ,rf"--7nJ;A1J r~d~~~1~:921 ft n L~lngth~'42: 14"ft .. ,",II III ...... • 9tft .. ""11' .... "' ... , ......... Length: 8.59 ft Length: 3 /:ength: 32.83 ft Size: 81n Size: 6 in Size: 6 in Size:6in Size:6in 73.0 --t-t--• ,. -.~ 69.0 '65.0 0 25 50 75 100 125 1 Reach (ft) -------- I I I I. I I I I I I I I I I I I I I I . 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".', I~TLJ~ti'/""///?/-I 'f · OFFS/TE" EdSEM~ 7""0 COt/NT>' OF 5,4/V .o/GaO. I poe. 2117. 4 .0,4 Te.II'/~v' I . : IFILL 4ND 6'&lpA i -'0 PR/JIN/fi}. /' ~",\ ~ . ~ <1 ...l ~Z. ~,,~ t :':'1'. l' :;,,~ MA~ ... ,.6.'1,~7~' ~\ 10' 6-" l.eo. II!LE:f :'.; :'" ~ l::i~.;?;.~jl" f RI::,qSiO!'ol ';. :! I;; .i. 't !~~7? .\':1lC..'<:JFif..Mr;f;)" . t 595 //r·0/.50 ~ , .. :" 518 ~.5'i£"€ SNGG7 #8 . FO,€' SToe/V 0-<:'4.//'1 ii .;. H:. I D.lCrl,th • LOWSZEO IllL tlR/l/JES Zto· IlEYl5EO SlOlZM O/?/lIN lIS BU/lTS 7-1-71 1lT. '1 . \ .' .', ' t' : t" "" ~ .l' Description' CHI8E"LELJ SQt//JRE 0/'1 'CONCRETE COR.!! SOt/Tn 5/0E OF BR,/OliE /.JBC)V#" Wff.J.. N4EK. Lontion ,ON LA COS7/.} ,eo'I3!$'W.E'ST OF EL.. a/.JM//vO ;e~L Record From' COt//vTY B.ElIJcI4LEVELS /Ve DC-k>2 EI ... : 17. 770 D.t.m, u.s.a? as. \siilli'I LE'-J PRIVATE CONTRACT ,l COIlNTY OF SAN DIEGO ENGINEEJ:1NO DEI' ... tTMfNT I"Llll./~ ~ 1lIe. V"~"E.l/T OF: 710VA ~{)I~ I~ Ih (OltTb ~Ol!j1.l £1qlT llO~ fI7l ~ FILE NO. afgS 9 ~ '. ./ 'i :( , \, ) '" ........... ~O'\ ~'f 16'9-4 FtfJ8 .!.:> ~~ '1"~ ~ .;.~ , .... , , .r.... >:_:~ .. : -....... _.:~~,.-, .. ~~:J:_: .. ,-. ___ :....!.~ I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 . 2525 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434.;.5831 APPENDIX H OFF SITE DRAINAGE STUDY tOO-YEAR RETURN EVENT PEAK FLOW COMPUTATIONS -Peak Storm Water Runoff Calculations -Time of Concentration Calculations Offsite Tributary Basin Hydrology Map (1 "=80', 17"x11") Off site Tributary Basin Hydrology Map (1 "=80', 17"x11") with City topo I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil Engineers/Surveyors/GeneraI-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102· Carlsbad, CA 92008' Telephone (760) 753-1453· Fax (760) 434-5im 100-Year Return Event Peak Flow Computations Romeria Pointe --CT 06-221 CP 06-15 -10/22/07 City of Carlsbad APN 216-300-12 & 13 OFF-SITE HYDROLOGY DATA 10 YEAR EVENT ~~~~~~J See Tc computations, following page tc (min) _ 12 min. tc (min) P6 (10 YR Return) 1.8 in. P6 (100 YR Return) I, intensity (in/hr) 2.7 in.!hr. I, intensity (in/hr) 12 min. 2.7 in. 4.0 in.lhr. POST-DEVELOPMENT CONDITION (Estimated Original Design Values) SUB BASIN A1 A2 A3 A4 A5 B1 B2 C1 C2 C3 C4 C5 C6 D1 D2 Printed 11/16/2007 "A" AREA AREA "en Q10 Q100 (SF) (ACRES) FACTOR C*A (CFS) (CFS) 103,998 -2.39 0.83 1.98 5.34 8.01 20,017 0.46 0.50 0.23 0.62 0.93 92,692 2.13 0.75 1.60 4.30 6.45 79086 1.82 0.75 1.36 3.67 5.51 29,134 0.67 0.80 0.54 1.44 2.16 9,839 0.23 0.75 0.17 0.46 0.69 20,721 0.48 0.83 0.39 1.06 1.60 29,069 0.67 0.70 0.47 1.26 1.89 , 19,528 0.45 0.83 0.37 1.00 1.50 46,976 1.08 0;70-0.75 2.04 3.05- 12,213 0.28 0.83 0.23 0.63 0.94 94,343 2.17 0.70 1.52 4.09 6.13 18,082 0.42 0.83 0.34 0.93 -1.39 51,156 1.17 0.75 0.88 2.37 3.56 19,313 0.44 0.83 0.37 0.99 1.49 14.81 Post-Development Design Q100: I SOUTHERLY TYPE A-2 INLET (L=20') -BASINS A & C: SOUTHERLY TYPE A-2 INLET (L=10') -BASINS B & D: Q100 CUMM Subtotal -, Q100 (CFS) (CFS) 23.1 23.1 Node 4 -----_ ... 2.3 2.3 Node 4 3.4 Node 2 7.4 Node 3 14.9 14.9 Node 4 5: 1 5.1 Node 4 45.31 cfs 38.0 cfs 7.3 cfs Page 1 of 1 04001_0S_hydro-1.xls Post Dev-12 I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil EngineerslSurveyors/Generai-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102· Carlsbad, CA 92008· Telephone (760) 753-1453 • Fax (760) 434-5831 100-Year Return Event Peak Flow Computations Romeria POinte -CT 06-221 CP 06-15 APN 216-300-12 & 13 10/22/07 City of Carlsbad OFF-SITE HYDROLOGY DATA See Tc computations, following page 10 YEAR EVENT tc (min) 12 min. tc (min) Ps (10 YR Return) 1.8 in. Ps (100 YR Return) I, intensity (in/hr) 2.7 in.lhr. I, intensity (in/hr) POST-DEVELOPMENT CONDITION (Estimated Original Design Values) 12 min. 2.7 in. 4.0 in.lhr. "A" 0100 CUMM SUB AREA AREA "C" 010 0100 Subtotal 0·100 BASIN (SF) (ACRES) FACTOR C*A (CFS) (CFS) (CFS) (CFS) A1 103,998 2.39 0.83 1.98 5.34 8.01 A2 20,017 0.46 0.50 0.23 0.62 0.93 A3 92,692 2.13 0.75 1.60 4.30 6.45 A4 79,086 1.82 0.75 1.36 3.67 5.51 A5 29,134 0.67 0.80 0.54 1.44 2.16 23.1 23.1 B1 9,839 0.23 0.75 0.17 0.46 0.69 82 20,721' 0.48 0.83 0.39 1.06 1.60 2.3 2.3 C1 29,069 0.67 0.70 0.47 1.26 1.89 C2 19,528 0.45 0.83 0.37 1.00 1.50 3.4 C3 46,976 1.08 0.70 0.75 2-;04--3.05 C4 12,213 0.28 0.83 0.23 0.63 0.94 7.4 C5 94,343 2.17 0.70 1.52 4.09 6.13 C6 . 1'8,082 0.42 0.83 0.34 0.93 1.39 14.9 14.9 D1 51,156 1.17 0.75 0.88 2.37 . 3.56 D2 19,313 0.44 0.83 0.37 0.99 1.49 5.1 5.1 14.8/ Post-Development Design Q100: / 45.3/ cfs SOUTHERLY TYPE A-2 INLET (L=20') -BASINS A & C: 38.0 cfs SOUTHERLY TYPE A-2 INLET (L=10') -BASINS B & D: 7.3 cfs Node 4 Node 4 Node 2 Node 3 Node 4 Node 4 Printed 11/16/2007 Page 1 of 1 04001_0S_hydro-1.xls Post bev-12 I -.-- - - - - - - - - - - - - - - - ---..... ~ ~ / 'QmelX \... Soil Type D ~ 0.5% ( 1% J 2% 3% 5% 10% Element UU/Acre C L T 'I;... ...:;r' L T L T, L l' L T Natural -0.35 50 12.0 70 11.3 85 9.9 100 9.4 100 7.9 100 6.3 LDR 1 0.41 50 11.1 70 10.4 85 9.1 100 8.6 100 7.3 100 5.8 LDR 2 0.46 50 10.3 70 9.6 85 8.4 100 8.0 100 ,6.7 100 5.3 LDR 2.9 0.49 50 9.8 70 9.2 85 8.0 95 7.4 100 6.4 100 5.1 MDR 4.3 0.52 j,Q"" _ 9.3 70 .K.1.. 80 7.4 95 7.1 100 6.1 100 4.8 &aoMDR 7.3 0.57 { 50 J 8.5 65 7.7 J 80 6.8 95 6.4 100 5.6 100 4.4 -:'MDR 10.9 0.6 -srr 8.0 65 7.3 80 6.4 90 5.9 100 5.3 100 4.2 MDR 14.5 0.63 50 7.5 65 6.8 80 6.0 90 5.6 100 4.9 100 3.9 HDR 24 0.71 50 6.3 65 5.7 75 4.8 90 4.6 95 4.0 100 3.3 ! , HDR 43 0.79 50 5.0 65 4.5 75 3.8 85 3.6 95 3.2 100 2.6 N.Com -0.79 50 5.0 60 4.3 75 3.8 85 3.6 95 3.2' 100 2.6 G.Com -0.82 50 4.5 60 3.9 75 3.5 85 3.2 90 2.8 100 2.3 O.P.lCom -0.85 50 4.0 60 3.5 70 3.0 80 2.8 90 2.5 100 2.1 Ltd. I -0.85 50 4.0 60 3.5 70 3.0 80 2.8 90 2.5 100 2.1 Gen. I -0.87 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 Soil Type C 0.5% 1% 2% 3% 5% 10% Element DU/Acre C L T L T L T L T L T' ,L T Natural -0.3 50 12.8 70 12.0 85 10.5 100 10.0 100 8.4 100 6.7 LDR 1 0.36 50 11.9 70 11.1 85 9.7 100 9.2 100 7.8 100 6.2 LDR 2 0.42 50 10.9 70 10.2 85 9.0 100 8.5 100 7.2 100 5.7 LDR 2.9 0.45 50 10.4 70 9.8 85 8.6 95 7.9 100 6.8 100 5.4 MDR 4.3 0.48 50 9.9 ' 70 9.3 80 7.9 95 7.5 100 6.5 100 5.2 MDR 7.3 0.54 50 9.0 65 8.1 80 7.2 95 6.8 100 5.9 100 4.7 MDR 10.9 0.57 50 8.5 65 7.7 80" 6.8 90 6.3 100 5.6 100 4.4 MDR 14.5 0~6 -50 8.0 65 7.3 80 6.4 90 5.9 100 5.3 100 4.2 HDR 24 0.69 50 6.6 65 5.9 75 5.i 90 4.9 95 4.2 100 3.4 HDR 43 0.78 50 5..1, " 65 4.6 4.0 85 3.7 95 3.3 100 2.7 75 ; N.Com -0.78 50 5.1 60 4.:; 75 4.0 85 3.7 95 3.3 100 2.7 G.Com -0.81 50 4.7 60 4.0 75 3.6 85 3.3 90 2.9 100 2.4 O.P.lCom ,-0.84 50 4.2 60 3.6 70 3.1 80 2.9 90 2.6 100 2.2 Ltd. I .. ,0.84 50, 4.2 60 3.6 70 3.1 80 2.9 90 2.6 100 2.2 Gen. I -0.87 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 --------- 14 I 1-.. I'. I I I I I I I I I I I I I 1 .. _ .. I I 20 10 9 6 7 l2 LO 0.9 0.8 0.7 0.6 0.4 r-1.5'·-f 2 % I . -...w.-----n: .01'7!5 ----~~-L-----~~I=r==~hl=-~2~~~?~::::~ ~ 0.13 RESIDENTIAL STREET t ONE" SIDE. ONI.Y 2 4 5 7 a 9 10 DISCHARGE (C.F. S.) • I ~ N Givens 0.= fO S = 2.5 % . Chart .~: Depth = 0.4 J Velocity = -t.4 t p.s. SAN DIEGO COtJN"I'Y' .. . 30 40 50· DEPARTMENT OF SPECIAL DISTRICT SERVICES ~UTTER AND ROADWAY OIS.~HARGE -VELOCITY CHART O.E S I!N_ .. 1I~~~ • I APPROVE!) "'t81j.~· .. ." ," DATE 12..!~(J49· . I APPENorx x-O' ()4..-dtjf BNe-'1 . _____ ._ .. _._. _~ ... __ . __ . _-.--:~'--:""-;"'--r."-'----_ .. ____ . __ M ___ ~_M ---.':'-.............. - I 1 I I I I I I I I I I I' 1 I I I I I~·J ......... 1", " I " ( ", \ " \ , " L---... " \ \, \ ')..-.(', \ f \ , \--, II " \ il I " \ ') tl I 'I ~--i:\ i-i \ N 1.9h.s9o + I \ ---I\L----, ---\ ---I I I \ I I I I '---I ~\ 1 __ --I \ I \ 1 I \ I: I I \ ---\ \ -\ \ \ \ \ \ \ ~ \ '. ~ \ ..-- V \ \ \( t-/1 ---I I-I I r \ \ II ---_\_-j~_\---""'----....... _ w ----------- + + CJ CJ It) .. It) '" lD w + 0 <> <> III It) '" .,; w . I I I I I / .,.,./ / ~ -// .... /' .,.,. - I/~~~ 4-\1.91 __ --- \ \ \ \~ \ \ \ \ + N 1.976.500 CJ <> ::l ~ .,; w I ..... -~ ~ ~ ~ Z ~ BO' 40' 0 fI(f laO' ! ;. . I SCALE: '"=lIO' REDUCED SCALE EXHIBIT LEGEND ~. . SJf1-lJASIN DES/GNAltft 30M .SJf1-lJASIN AREA (S.r.) "C"FACmR ....... - ---.. ------ CD 1.-»0' IMSIN IIOIJHa.4RY SIJ8-BAS/N BO/JNDARY Ga/DW. flOW IlIIiBlllON HOD£ f'CIHT -FOIl ·ra DETFlWIHA7IOH PIPE / t;UmR I~ flO, W«llH ~ (§) = C= @ID §) @§ C= @R) ~ (§) @ID @§ (§) I!!b ~ (§) ~ D ~ @§ ~ ~ = ~ = dI !!!!!l @§ @b ~ ~ ~ ill -I ~ ~ . ~ ~! i ~ ... " ':1 .., 1l :l i~ ~, !: ,'a g I: ... ,,-.l! ~ 11 r'il Jl'" l j ~ l!l iii 0] .s~ ul] Q) • . Off-Sire ?ydrology M;;p 11 "'-IF""""""'" . Exj'tiDgeumInJet 0 ~ ~ aT'( OF CN!t.S8A!i Inflow Ca.nacity E ._1 .... 44 ~. ~ ,_ "" =, _ ,."." '\"-~""" . .... M'" ""'~ ~ ... _on <' • :::::::::::::::~::~:::\:H~:ro:\:h~:~:~:~:'~:\:OO:O:5~::QP:~w:g::p~:T~a~I:~:B~~::::::::::::::::::::::~::~::~~~~Q~W~~~~::-~~:~:::1:~:' __ .. __ j" ______________________________________________ -, __ -. ____ --. ~'--------------~CT::~::~::/:CP~05:.1:5~.--~----------------J~ i . . RomeriaPo.inte ;!i Novcm&cr6;2007 . ~ g i= ;;: >=l ;!! o ~ Q~ 2 " + ElCISTING ·,.,-t CURB INLET . stJt.lP-CONlIl1ONr L--10" REE_mr.nWln!lf-4. - + o o '" .., ~ W r ,~ t ' 1 1 .- J \ I, '1\ I I + c o o .; ill ozj w . I I I I I \ /---- \ \ \ - 2 j5 . -~ T i 10' -10' 0 10' 1eO' ! :. : I ~ (§) = [}=:l (§ 21 @§ [}=:l @i) ~ (§) (§ ~'1·=eol .@§ REDUCED SCALE EXHIBIT l (§) I!!b I}= (§) ~ o ~ @§ ~ ~ = ~ -~~.~ + N 1.976.500 c o U1 .; ~ ozj '" LEGEND ~ SU8-BASIN IlESIGHAlM SUB-BASIN AREA (S.r.) • C" fAC7llR ...-.. - ---.. ------ CD L..-" BASIN /JOIJHtMRy SUfl-BASIN SOIINDARY GENeRAL. FLOW DlR£CllOH HOOE POINT -FOR r" Df:1elIIWA7!ON PIPE / CUTlER / CfWIN£l. fLOW LENCTH = d l!:!ID @§ @b ~ ~ ;s 1i! i! i ~ i ~ u • ~ ;; i~ .. ~ 01 :il ~ e .l! ~ li P! 1 ~ ~ m o i .s~ Off-S o ~j """"" '" -lie Hvdrol M ...., .= ,_ ... ~W-'H,.,' __ . J' ogy ap .~ :. P:\04--OO1 BNR-9\H)<Iro\hydro\offilite\09 05-," d Pf/O'-."" ..... -.=.~....... lJJdsting Curl> Inlet 'C) :. ~q ~'N' .. "E____ InfJ -0 , "" '"' -. """ ,. OW Cap;u;lty Evahulti01l ~ ~ cr 06-22/CP 06·15 '< ": Romeria PointI: ~ ~ Novembor~ 2fJ07 "--" , ~g It 0:: ;::: ~ o ~ U~ ------..-.--- I I I I I I I I I I I I I I I I I I I Conway & Associates, I~c. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 25~5 Pio Pico Drive. Suite 102. Carlsbad, CA 92008. Telephone (760) 753-1453. Fax (760) 434-5831 APPENDIX I EXISTING PUBLIC CURB INLET INFLOW CAPACITY EVALUATION I Conway & Associates, Inc. Civil EngineerslSurveyors/Generai-Engineering Contractors AB412412 I 2525 Pio Pico Drive· Suite 102· Carlsbad, CA 92008· Telephone (760) 753-1453 • ,Fax (760) 434-5831 I I I I I I I I I I I I I I I I Job No. e;1-clJ I 8AJR .. ' Desc. _a-,,-0_'S_;L.~'~f--4c_~ _a_rJlt_,l_$ _-_C--,B:::...-~_-_v_et-_/ Date _~~,~_Z._1/t._~&. __ Sht-'-of ~, I I I I I I I I I I I I I I I I I I I Conway & Associates, Inc. Civil EngineerslSurveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102· Carlsbad, CA 92008· Telephone (760) 753-1453· Fax (760) 434~5831 Date __ r-!..!:_Z,,-·. ')_/1;_&_ Sht~of~ I Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB412412 2525 Pio Pico Drive· Suite 102 • Carlsbad, CA 92008· Telephone (760) 753-1453 • Fax (760) 434-5831 I I I I I I I I I I I I I I I I I I Job No. tJfaJl tJAI~-1 Desc. _e;.t-:.4::::....-::1-.-~-/l-rohw __ CA-,-k_( __ t_/3_Et_v~_( Sht.3 of 1- Date ----ji' Ir-V_~_'_(<<-__ I I .~ I .~ ..... '.::. ~ I '·' .. ~-' .. ~ . . . .' ~ '. .... .~ I ·:' . . .: ... I=;M !!:" , .~ GRATE P-I-718-4 P-l-718 • P-I-I/S Reticuline • Curved vane 30° Hit-bar • Tested 0.9···· 0:6 0.8 0.35 0.34 c 1\ I ~--------~+-----~-----r----~r-~----;--------------r--------~~~;-~----+--i .... i \\ 0.8·~---+---+-+--ft-+--t---I--~~~~~~+--+--+--+-"""'" Me I L : 0.6~.------+---;-----+--t--+~~~~~~~~----~--~~-~~---i 1-- --/ . e; 0.51-------..!.------+-----!;.--~¥~~¥~."....... a I '1' .. :' •• #" .. . . ' ", .' I · . ". , ........... : 0,., or " ... ,,.-\ . . I I I' I 1·'-/ I 0.41-------- 0.3 t--L --I A = LEAR OPENING AREA it:;.," t;.&..R- P = jW + L (W~TH CURB.) .p ~1(W+L} (WITH0I:JT CURB) q ~. O.l~~~--~--~--~--~~~~~----~--~----~--~~~~~~ 2 4 8. 10 30 40 50 60'· 80 100 1 '. &,,==-i4cIJ @ d ~ Ie... ~/&,J') DlSCHAliaE 11 (FT 3/S) J 3 5 6 ~ t(r It> ds (? d~7~-t" (d.»)') CHART 11, Grate inlet capacity in s:ump' co-ndhions. 71 I 1-,· I' I I I I I I I I I I I I I 1 .. ,-- i, I I 2% 0.4 2 3 EXAMPLE: ~ 1.5'.-i ~' n:f.01'15 ::? -~Ir:---t--2% 0.13 t "'r' -:.- 4 5676910 . DISCHARGE (Co F.' s.) RESIDENTIAL STREET ONE' SIDE. ONI.Y GUTTER' AND ROAOWAY OISpHARGE,.. VELOCITY CHART 50· DATE I'z/~(Jy,? . I APPENorx x-o o4-CRJ! /3NL-1 .,. __ .'-t_. _-.--:~--'--:---r.-",.".----_ ... ____ . __ M.., __ ._r ___ .............. ro_ ••