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HomeMy WebLinkAboutCT 00-18; DRAINAGE STUDY; 2015-03-19* Exp. 06130/16 * t~ore fô DRAINAGE STUDY for BJ DETENTION BASIN City of Carlsbad, California Prepared for: Bent-West LLC 5796 Armada Drive Carlsbad, CA 92008 (760) 602-5850 W.O. 2580-05 March 19, 2015 Hunsaker & Associates San Diego, Inc. R'y1iond L. Martin, R.C.E. Vice Presidenj RECEIVED APR 242015 LAND DEVELOPMENT ENGINEERING DEi 255OUo%gb4aO3-bLba!n d,c W.0. 253"-s 121212014 (Ir 00-( Cantarini - BJ Basin Drainage Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1.1 Introduction 1.2 Summary of Existing Conditions 1.3 Summary of Proposed Development 1.4 Summary of Results 1.5 Conclusion 1.6 References Chapter 2— HEC-1 Results 2.1 HEC-1 Output 2.2 HEC-1 Workmap Chapter 3— Basin Analysis Chapter 4— Basin Exhibit IV DE:re h:pos580O1thydroIogy%aO3-bjbasIn.doc w.o. 2580-4-5 121212014 I Cantarini - BJ Basin Drainage Study Chapter 1 - EXECUTIVE SUMMARY 1.1 Introduction This report analyzes a proposed flood attenuation basin identified in the City of Carlsbad Drainage Master Plan, dated July 3, 2008, as drainage project BJ-1. BJ Basin is located east of College Boulevard on property owned by the Rancho Carlsbad Owners Association "RCOA" Parcel 4 (APN 168-050-36). CITY OF OCEANSIDE PROJECT SITE CITY OF SAN URCOS VICINITY MAP NOT TO SCALE 1.2 Summary of Existing Conditions The existing BJ Basin site consists of approximately 6 acres of open space currently used as an RV storage lot and active garden for residents. The remainder of the proposed site is a natural lightly vegetated hillside that drains in a southwesterly direction eventually discharging into Little Encinas Creek. The tributary watershed area is 1.24 sq-miles and consists of several single family developments, open space and several multifamily developments. The offsite tributary watershed drains in a southwesterly direction to the site and continues southwesterly along the northern edge of RCOA eventually discharging to the Agua Hedionda Creek and Lagoon. Runoff for the existing condition analysis was taken from a report entitled "Basin BJ Analysis" prepared by Rick Engineering for the Robertson Ranch project. DE:kp h:reports258OO1thyoologyaO3-bLbasIn.doc w.o.2580-4-5 121212014 Cantarini - BJ Basin Drainage Study Peak flow data from the pre-developed site is summarized in Table 1 and can be found in Chapter 2 of this report. Table I —Existing Condition Discharging to BJ Basin Outlet Location 100-Year Peak Flow (cfs) BJ Basin I 628.8 I I 1.3 Summary of Proposed Development In order to mitigate these peak regional flows, Basin BJ was designated in the City Drainage Master Plan. The Master Plan identified this facility as containing 49 acre- feet of storage contained behind the College Boulevard embankment, with runoff conveyed under College by a 3' X 6' box culvert. Subsequent to approval of the Drainage Master Plan, the City completed improvements to Lake Calavera outletting woods. These improvements removed the RCOA residences from the 100-year floodplain and the benefit of Basin BJ construction on downstream floodplain limits is negligible. See the separate floodplain report prepared by Scott Lyle Engineering. In order to create the 49 acre-feet of storage upstream of College Boulevard, significant excavation would be needed and impacts to Little Encinas Creek, a jurisdictional wetlands would ensure. Since BJ Basin is no longer proposed as a wetland mitigation site, BJ Basin is being designed with reduced storage and a larger culvert outlet designed to maintain a minimum freeboard for College Boulevard of 1 foot. Once captured by the basin, storm water runoff is attenuated by this detention basin. In developed conditions, the basin bottom elevation will be 60.0 feet while the top elevation is 72.0 feet. Basin BJ has peak storage volume of 25.3 ac-ft. The total outflow of the basin is 451.3 cfs. The peak water surface elevation in the basin is 71.0 ft. Runoff will exit the basin via one 4'x 7.75' box culvert. The culvert will convey flow under College Boulevard, eventually discharging flow to Agua Hedionda Creek. This culvert has an invert elevation coincident with the basin bottom elevation of 60.0 feet. Table 2— Overall Developed Conditions Discharging from BJ Basin Outlet Location 100-Year Peak Flow (cfs) BJ Basin 451.3 I I DE:re h:Jeparts2580W1thydroIogyaO3_bLbasjn.doc w.o. 2580-4-5 12f212014 DANA ji __ * I viii, 1, e- I __ 't zNhxii " ,,~ ~A-. . I _,~-_3~"`-J_'. , I 1LFkLu LUR. REGIONAL DRAINAGE LXHIBI I SHEET HUNSAKER &ASSOCIAT1, - m'-.1-4-ES COLLEGE BLVD. 1 - - CITY OF CARLSBAD, CALIFORNIA II __ ___ ___________ - - -. - - ----S - - - - - .-- - - - - ' ( 7. 1 ,/ ,: : 1' --'- \ - I - - - -4 11 I .lk - :'; ': - ':_- 0. I % .- / J M\ -. - , It,. - - "Ill :.it r~_ :: :- :; i - ----' , - - I - i.i - -, -- - - .-. -t. . ' % - - I - - - -- - - - - r- I- - - - u -. .. : - / -- - * -. '- -- ' 'I- - - - I - --,Z7 - - A' - ': - \ 1, - ;_ #' -- -- : 66 1. I - -, - : : , - 1. I ~ft I ---- - '''A r , ~ : ~, , -.~ ,_ _4 - ~ ~ Z , ji. _., i ", 'r~__` , :-,,w~ -- rl,-,,,,_~ ~!, ~,- 6 z-y"', ! - , , - , W, , , ~, I A A - - - -- ' - -? - - " -- ::-. - -, I 11.11, . 'k, - , - " - " -_ ., 'Ar __W i - I 11 - - •-' f ---.:•-•- LL -- - - - - ON --- -' " ~ iqi,,~ , ~Ik N . "7v - - , , I , -";, 1~__A ~ . , : 4 L ~ " I -'' 4 4 - / _______ ~- I - 1~ T ,-. , \- 4 4 I ------------------- ___- - = - - - - - - - m - - - - - Cantarini - BJ Basin Drainage Study 1.4 Summary of Results Tables 3 summarize pre vs. post-developed condition drainage areas and resultant 100-year peak flow rates at the storm drain discharge locations. Table 3 - Summary of Existing Vs. Developed 100-Year Peak Flows Outlet Location 100-Year Peak Flow (cfs) Existing Conditions 628.8 Developed Conditions 451.3 Difference -177.5 As illustrated in Tables 3, the overall developed condition flow discharging from the BJ basin decreases by approximately 177.5 cfs due to the construction of the BJ basin. 1.6 References "San Diego County Hydrology Manual" County of San Diego Department of Public Works - Flood Control Section; June 2003. "Storm Water Management Plan for Cantarini Ranch" Hunsaker & Associates San Diego, Inc.; August, 2014. "Water Quality Plan for the San Diego Basin" California Regional Water Quality Control Board - San Diego Region, September 8, 1994. "Drainage Study for Cantarini Tentative Map CT 00-18", Buccola Engineering, Inc.; January 2003. "Storm Water Management Plan for Cantarini Ranch and Holly Springs Tentative Map", O'Day Consultants, Inc.; March 2007. "Drainage Study for Cantarini Tentative Map CT 00-18", Buccola Engineering, Inc.; January 2003. DE:re h:s2580O1UydroIogyaO3-bLbasin.doc w.o. 2580-4-5 121212014 \ 0 0 C) (LU \ N \\\ N \ 'N \ \ \\\\ L ( X1 i i/ •,/ I uJ 'I v I I / \O II Cantarini - BJ Basin Drainage Study CHAPTER 2 HEC-1 Results 2.1 — HEC-1 Output DE:re h:\epoits\2580O1\hydroIogyaO3-bjbasin.doc w.o. 2580-4-5 121212014 *4* ***.* * FLOOD HIDROGRAPH PACKAGE (HEC-1) * JUN 1998 VERSION 4.1. * * RUN DATE 19OCT07 TIME 1.6:04:02 * *.•**•*,*4•*.*fl** U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 a (916) 756-1104 X X XXXXXXX XIOCXX X N 11 X X X IcE Ic x X X XXXXXICX XXXX K I000(X X Ic X•X X X X x IC X X X X XICXXXXX XIQCXX XIOC THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i KNOWN AS HEC1 (JAN 73) • NEC1GS. HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -,RTINP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.. THE DEFINITION OF -IIMSKK- ON R14-CAM WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRM77 VERSION NEW OPTIONS: DAMBREAR OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATXON, OSS:WRITE STABS FREQUENCY, 055 :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE a GREEN AND )IMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM NEC-i INPUT LINE ID ....... 1 .......2 ........3 ........4 .......S.......6 .......7........B .......9 ......10 FREE •• -DIAGRAM 1 ID 100-YEAR, 24-HR STORM EVENT 2 ID BASIN 8.7 ANALYSIS BY RICE ENGINEERING 3 IT 5 0 0 300 4 ID S 5 KR BSNBC1 6 EN BASNI FROM COUNTY OF SAN DIEGO CALCS 7 IN 30 8 PB 6 9 P1 0 .009 .007 .009 .009 .011 .009 .011 .012 .013 10 PT .014 .016 .017 .02 .023 .03 .045 .067 .088 .096 13. P1 .082 .041 .027 .023 .021 .02 .019 .017 016 .018 12 Pt .01 .016 .015 .014 015 .012 .013 .01 .01 .009 13 P1. .01. .011 .01 .009 .009 .009 .009 .01 .009 14 XX C4 15 PB 5.2 16 SF. 1.24 17 LB 0 88 18 UD .513 19 XX DETHC4 20 351 DETAIN AT DOWNSTREAM END OF BASIN C4 21 EM PRELIMINARY DESIGN OF DETENTION BASIN 5.7 FROM RANCHO CARLSBAD CHANNEL 22 3124 AND BASIN PROJECT No 0 2 23 RE 1 STOR -1 24 SV 0 .12 .39 .87 3.98 11.09 21.19 33.09 46.96 63.05 25 SQ 0 46.5 65.4 130.5 194.5 242.6 282.7 317.4 349 377.8 26 BE 62 64 65 6.61 68 70 72 74 76 78 27 ZR SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (-- -*) DIVERSION OR PUMP PLOW NO. C.) CONNECTOR (*---) RETURN OF DIVERTED OR PUMPED FLOW 14 C4 V V 19 DEWC4 (** ) RUNOFF ALSO COMPUTED AT THIS LOCATION * FLOOD HYDROORAPH PACKAGE (NEC-1) a JUN 1998 * * VERSION 4.1 * * RUN DATE 19OCT07 TIME 16:04:02 * 100-YEAR, 24-HR STORM EVENT BASIN 5.7 ANALYSIS BY RICK ENGINEERING 4 10 OUTPUT CONTROL VARIABLES IPRNT S PRINT CONTROL SPLaT 0 PLOT CONTROL U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER a * 609 SECOND STREET * * DAVIS. CALIFORNIA 55616 (916) 756-1104 - •** .....**..****...*,-4*.........4 PAGE 1 QSCAI.. 0. WIDROGRAPH PLOT SCALE IT HYDR000APH TIME DATA IS4IN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROORAPH ORDINATES NDDATE 2 0 ENDING DATE NDTINE 0050 ENDING TIME ICEET 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAl. TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION PERT FLOE CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT RUNOFF SUMMARY FLOW IN CUBIC PEST PER SECOND TIME IN HOURS. AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION PLOW PEAK + 6-HOUR 24-HOUR 126HOUR HYDROGRAPH AT + BSNBC1 0. .00 0. 0. 0. HYOROGRAPH AT + CS 629. 10.42 314. 128. 123 ROUTED TO + DETNC4 348. 11.42 296. 128. 123. 4 BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE .00 1.24 1.24 75.91 11.42 NORMAL END OF NEC-i Cantarini - BJ Basin Drainage Study CHAPTER 2 HEC-1 Results 2.2 — HEC-1 Workmap DE:re h:orts2580101thydroIogy'a03-bLbasin.doc w.o. 2580-44 1212/2014 I - -- I - - = - - - - - - - - - - - - III Cantarini - BJ Basin Drainage Study CHAPTER 3 Detention Basin Analysis DE:re h:Ves0OlhydroIogyaO3-bLbastn.doc w.o. 2580-44 12f2/2014 STAGE-STORAGE TABLE CANTARINI RANCH BJ BASIN Elevation Area Total Volume (ft) (acres) (acre-ft.) 60.0 0.02 0.00 61.0 0.03 0.03 62.0 1 0.14 0.11 63.0 0.27 0.32 64.0 0.55 0.73 65.0 1.35 1.68' 66.0 2.60' 3.65 67.0 3.63 6.77 68.0 4.53 10.85 69.0 5.17 15.70 70.0 5.53 21.05 71.0 5.76 26.70 72.0 6.00 32.58 11/2012014 1 of 1 H:EXCEL25800001Stage-Storage BJ.xls 7751 I1J Mi 1 I rxv SHELP' I I 4I p EACH SIDE: \ I BOX CULVERT PER sDRsb 0-76 I CONCRETE SHELF TO BE INSTALLED. BY SECOND POUR ImIMAL CROSSING IN BOX CULVERT DETAIL NTS BJ Basin - Stage Discharge Calculations See Following Rating Table Calculations Stage (ft) Discharge Total Combined (cfs) (1!-x 5.75) (cfs) 7.752 (cfs) 0 0.00 0.00 0.00 1 21.20 0.00 21.20 2 36.72 23.30 60.02 3 47.40 85.72 133.12 4 56.09 148.47 204.56 5 63.60 191.68 255.28 6 70.31 226.80 297.11 7 76.44 257.16 333.60 8 82.11 284.31 366.42 9 87.41 309.07 396.48 10 92.41 332.00 424.41 11. WAS 353.44 450.59 12 101.67 373.65 475.32 Rating Table foril' x 5.752 Project Description Solve For Discharge input Data Headwater Elevation 13.00 ft Centroid Elevation 0.50 It Taitwater Elevation 0.00 It Discharge Coefficient 0.65 Opening Width 5.75 It Opening Height 1.00 ft Headwater Elevation (It) Discharge (ftIs 0.00 1.00 21.20 2.00 36.72 3.00 47.40 4.00 56.09 5.00 63.60 6.00 70.31 7.00 76.44 8.00 82.11 9.00 87.41 10.00 92.41 11.00 97.15 12.00 101.67 13.00 106.00 Velocity (Ills) 3.69 6.39 8.24 9.75 11.06 12.23 13.29 14.28 15.20 16.07 16.90 17.68 18.43 Bentley Systems. Inc. Haestad Methods SoBdidIofqMaster V81 (SELECTserIes 1) I08.11.01.031 31912016 10:03:32 AM 27 Slemons Company Drive Suite 200W Watertown, CT 06796 USA +1-203.7554666 Page 1 of I Rating Table for .ifJT75 Project Description Solve For Discharge Input Data Headwater Elevation 13.00 ft Centrold Elevation 1.50 ft Taitwater Elevation 0.00 it Discharge CoefficIent 0.65 Opening Width 7.75 ft Opening Height 3.00 ft Headwater Elevation (ft) Discharge (113Is) Velocity (Ws) 0.00 1.00 2.00 85.72 3.00 148.47 4.00 191.68 5.00 226.80 6.00 257.16 7.00 284.31 8.00 309.07 9.00 332.00 10.00 353.44 11.00 373.65 12.00 392.82 13.00 411.11 Bentley Systems, Inc. Heestad Methods Sotld1efttwMas(er V81 (SELECTserIês 1) (08.11.01.031 31912016 8:46:38 AM 27 Siemens Company Drive Suite 260W Watertown, CT 06796 USA +1-203-755-1656 Page 1 of I 3.69 8.39 8.24 9.75 11.06 12.23 13.29 14.28 15.20 16.07 16.90 17.68 '2 BasinModel [Basin 11 Current Run [Run ij Um p DETNC4 Summary Results for Reservoir 'DETNC4 on Project: B) Basin SimulatiOn Run: Run 1 Reservoir: DETNC4 Start of Run: 01Jari3000, 0 1:00 Basin Model: Basin 1 End of Run: 02.1an3000, 01:55 Meteorologic Model: Met 1 Compute Time: 09Mar20 15, 10:14:38 Control Specifications: Control 1 Volume Units: (ô) IN () AC-FT Computed Results Peak Inflow: 628.8 (CFS) Date/rime of Peak Inflow: 013an3000, 11:25 Peak Outflow: 451.3 (CFS) Date/Time of Peak Outflow: 013an3000, 12:05 Total Inflow: 3.83 (IN) Peak Storage: 26.9 (AC-FT) Total Outflow: 3.83 (IN) Peak Elevation: 71.0 (FT) 1ti Graph for Reservoir DETNC4" Reservoir "DETNC4" Results for Run "Run 1" j 72.00 5 I. 0- 0- 5- ---- / 0 - - -.---. -.. -- - - - - - 67.33 g 62.67 Lu 58.00 600 3t 200: 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 01Jan3000 I Legend (Compute Time: 09Mar20 15, 10:14:38) Run:Run I Elernent:DETNC4 Result:Storage - - Run:Run I Element:DETNC4 Resull:Pool Elevation Run:Run I Element:DETNC4 Result:Outf low - - - RuitRun I Element:DETNC4 Resuft:Comb!ned Flow HEC-HMS 3.5 [H :\HEC-H MS\BJ_Basin\BJ Basin 7.75x4- REVISED\BJ_Basin_7.75\BJ_Basi n .hms] Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fr) Outflow (CFS) 013an3000 01:00 0.0 0.0 60.0 0.0 01Jan3000 01:05 0.0 0.0 60.0 0.0 01Jan3000 01:10 0.0 0.0 60.0 0.0 01Jan3000 01:15 0.0 0.0 60.0 0.0 013an3000 01:20 0.0 0.0 60.0 0.0 013an3000 01:25 0.0 0.0 60.0 0.0 013an3000 01:30 0.0 0.0 60.0 0.0 01Jan3000 01:35 0.0 0.0 60.0 0.0 013an3000 01:40 0.0 0.0 60.0 0.0 01Jan3000 01:45 0.0 0.0 60.0 0.0 01Jan3000 01:50 0.0 0.0 60.0 0.0 01Jan3000 01:55 0.0 0.0 60.0 0.0 01Jan3000 02:00 0.0 0.0 60.0 0.0 01Jan3000 02:05 0.0 0.0 60.0 0.0 013an3000 02:10 0.0 0.0 60.0 0.0 013an3000 02:15 0.0 0.0 60.0 0.0 013an3000 02:20 0.0 0.0 60.0 0.0 01Jan3000 02:25 0.0 0.0 60.0 0.0 013an3000 02:30 0.0 0.0 60.0 0.0 013an3000 02:35 0.0 0.0 60.0 0.0 013an3000 02:40 0.0 0.0 60.0 0.0 01Jan3000 02:45 0.0 0.0 60.0 0.0 013an3000 02:50 0.0 0.0 60.0 0.0 013an3000 02:55 0.0 0.0 60.0 0.0 01Jan3000 03:00 0.0 0.0 60.0 0.0 01Jan3000 03:05 0.0 0.0 60.0 0.0 013an3000 03:10 0.0 0.0 60.0 0.0 013an3000 03:15 0.0 0.0 60.0 0.0 01Jan3000 03:20 0.0 0.0 60.0 0.0 013an3000 03:25 0.0 0.0 60.0 0.0 013an3000 03:30 0.0 0.0 60.0 0.0 01Jan3000 03:35 0.0 0.0 60.0 0.0 01Jan3000 03:40 0.0 0.0 60.0 0.0 013an3000 03:45 0.0 0.0 60.0 0.0 01Jan3000 03:50 0.0 0.0 60.0 0.0 013an3000 03:55 0.0 0.0 60.0 0.0 01Jan3000 04:00 0.0 0.0 1 60.0 0.0 Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fr) Outflow (CFS) 013an3000 04:05 0.0 0.0 60.0 0.0 013an3000 04:10 0.0 0.0 60.0 0.0 013an3000 04:15 0.0 0.0 60.0 0.0 013an3000 04:20 0.0 0.0 60.0 0.0 01Jan3000 04:25 0.0 0.0 60.0 0.0 013an3000 04:30 0.0 0.0 60.0 0.0 01Jan3000 04:35 0.0 0.0 60.0 0.0 01Jan3000 04:40 0.1 0.0 60.0 0.1 01Jan3000 04:45 0.2 0.0 60.0 0.2 01Jan3000 04:50 0.4 0.0 60.0 0.4 01Jan3000 04:55 0.8 0.0 60.0 0.7 013an3000 05:00 1.3 0.0 60.1 1.2 013an3000 05:05 1.9 0.0 60.1 1.7 01Jan3000 05:10 2.6 0.0 60.1 2.5 013an3000 05:15 3.5 0.0 60.2 3.3 013an3000 05:20 4.5 0.0 60.2 4.3 013an3000 05:25 5.5 0.0 60.3 5.3 01Jan3000 05:30 6.6 0.0 60.3 6.4 01Jan3000 05:35 7.8 0.0 60.4 7.6 01Jan3000 05:40 9.0 0.0 60.4 8.8 013an3000 05:45 10.3 0.0 60.5 10.0 01Jan3000 05:50 11.6 0.0 60.5 11.4 01Jan3000 05:55 13.0 0.0 60.6 12.7 013an3000 06:00 14.4 0.0 60.7 14.1 013an3000 06:05 15.8 0.0 60.7 15.5 013an3000 06:10 17.2 0.0 60.8 16.9 013an3000 06:15 18.7 0.0 60.9 18.4 01Jan3000 06:20 20.2 0.0 60.9 19.9 01Jan3000 06:25 21.8 0.0 61.0 21.4 01Jan3000 06:30 23.3 0.0 61.0 22.8 01Jan3000 06:35 24.9 0.0 61.1 24.4 013an3000 06:40 26.5 0.0 61.1 26.0 013an3000 06:45 28.3 0.0 61.2 27.7 013an3000 0650 30.1 0.0 1 61.2 29.6 01Jan3000 06:55 32.1 0.1 61.3 31.5 01Jan3000 07:00 34.1 0.1 61.3 33.5 01Jan3000 07:05 36.1 0.1 61.4 35.5 013an3000 07:10 38.1 f 0.1 61.4 37.5 Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fr) Outflow (CFS) 013an3000 07:15 40.2 0.1 61.5 39.6 013an3000 07:20 42.2 0.1 61.5 41.6 013an3000 07:25 44.3 0.1 61.6 43.7 01Jan3000 07:30 46.3 0.1 61.6 45.7 013an3000 07:35 48.3 0.1 61.7 47.7 013an3000 07:40 50.5 0.1 61.7 49.8 013an3000 07:45 52.8 0.1 61.8 52.1 01Jan3000 07:50 55.3 0.1 61.9 54.6 01Jan3000 07:55 58.1 0.1 61.9 57.3 01Jan3000 08:00 61.0 0.1 62.0 60.1 01Jan3000 08:05 64.0 0.1 62.0 62.7 01Jan3000 08:10 67.0 0.1 62.1 65.8 01Jan3000 08:15 70.3 0.1 62.1 68.9 01Jan3000 08:20 73.7 0.1 62.2 72.2 01Jan3000 08:25 77.2 0.2 62.2 75.7 01Jan3000 08:30 80.8 0.2 62.3 79.3 01Jan3000 08:35 84.5 0.2 62.3 82.9 01Jan3000 08:40 88.6 0.2 62.4 86.9 01Jan3000 08:45 93.1 0.2 62.4 91.2 01Jan3000 08:50 98.5 0.2 62.5 96.3 01Jan3000 08:55 104.5 0.2 62.6 102.0 01Jan3000 09:00 110.7 0.2 62.7 108.1 01Jan3000 09:05 117.5 0.3 62.7 114.7 013an3000 09:10 125.2 0.3 62.8 122.0 013an3000 09:15 134.2 0.3 63.0 130.4 013an3000 09:20 145.1 0.3 63.1 138.2 01Jan3000 09:25 157.5 0.4 63.2 148.0 01Jan3000 09:30 170.6 0.5 63.4 160.0 01Jan3000 09:35 184.5 0.5 63.6 173.2 01Jan3000 09:40 199.7 0.6 63.8 187.4 01Jan3000 09:45 216.9 0.7 64.0 203.1 01Jan3000 09:50 236.7 0.9 64.1 211.3 01Jan3000 09:55 258.4 1.1 64.4 222.6 013an3000 10:00 281.0 1.3 64.6 237.2 013an3000 10:05 304.1 1.7 65.0 254.4 013an3000 10:10 328.0 2.1 65.2 263.3 01Jan3000 10:15 353.0 2.6 65.4 273.8 01Jan3000 10:20 380.0 3.1 65.7 286.5 Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fr) Outflow (CFS) 01Jan3000 10:25 407.8 3.8 66.1 299.4 01Jan3000 10:30 435.7 4.7 66.3 308.9 013an3000 10:35 462.8 5.6 66.6 319.7 013an3000 10:40 488.8 6.6 67.0 331.8 01Jan3000 10:45 513.6 7.8 67.2 341.5 01Jan3000 10:50 537.3 9.0 67.5 351.4 013an3000 10:55 559.2 10.3 67.9 362.0 01Jan3000 11:00 579.5 11.7 68.2 371.7 01Jan3000 11:05 597.4 13.2 68.5 380.7 01Jan3000 11:10 612.0 14.7 68.8 390.1 01Jan3000 11:15 622.4 16.2 69.1 399.1 01Jan3000 11:20 627.8 17.7 69.4 407.1 013an3000 11:25 628.8 1 19.2 69.7 414.9 013an3000 11:30 626.9 20.7 69.9 422.4 01Jan3000 11:35 621.4 22.0 70.2 429.0 01Jan3000 11:40 611.2 23.3 70.4 434.9 01Jan3000 11:45 594.6 24.4 70.6 440.1 01Jan3000 11:50 569.4 25.4 70.8 444.6 01Jan3000 11:55 538.1 26.1 70.9 448.0 01Jan3000 12:00 503.5 26.6 71.0 450.3 013an3000 12:05 468.4 26.9 71.0 451.3 013an3000 12:10 434.2 26.9 71.0 451.3 01Jan3000 12:15 401.5 26.7 71.0 450.4 01Jan3000 12:20 370.7 26.2 70.9 448.4 01Jan3000 12:25 343.1 25.6 70.8 445.5 01Jan3000 12:30 318.3 24.8 70.7 441.9 01Jan3000 12:35 296.1 23.9 70.5 437.6 01Jan3000 12:40 276.4 22.9 70.3 432.9 01Jan3000 12:45 259.1 21.8 70.1 427.7 01Jan3000 12:50 244.0 20.6 69.9 421.9 01Jan3000 12:55 231.3 19.3 69.7 415.4 01Jan3000 13:00 220.4 18.0 69.4 408.7 01Jan3000 13:05 211.0 16.7 69.2 401.9 013an3000 13:10 203.0 15.4 68.9 394.7 013an3000 13:15 195.9 14.1 68.7 386.6 013an3000 13:20 189.7 12.8 68.4 378.5 01Jan3000 113.25 184.3 11.5 68.1 370.5 01Jan3000 13:30 179.7 10.2 67.8 361.5 Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fe) Outflow (CFS) 01Jan3000 13:35 175.6 9.0 67.5 351.6 013an3000 13:40 172.1 7.8 67.3 342.0 01Jan3000 13:45 169.0 6.7 67.0 332.4 013an3000 13:50 166.2 5.6 66.6 319.6 01Jan3000 13:55 163.8 4.5 66.3 307.6 01Jan3000 14:00 161.7 3.6 66.0 295.9 01Jan3000 14:05 159.8 2.7 65.5 277.5 01Jan3000 14:10 158.2 2.0 65.1 261.3 013an3000 14:15 156.6 1.3 64.6 236.8 013an3000 14:20 155.1 0.9 64.1 211.6 013an3000 14:25 153.6 0.6 63.6 178.7 013an3000 14:30 152.3 0.5 63.4 159.4 013an3000 14:35 150.9 0.4 63.3 153.6 013an3000 14:40 149.5 0.4 63.3 151.1 013an3000 14:45 148.0 0.4 63.2 149.3 013an3000 14:50 146.1 0.4 63.2 147.6 013an3000 14:55 144.1 0.4 63.2 145.7 01Jan3000 15:00 142.0 0.4 63.1 143.7 01Jan3000 15:05 139.9 0.4 63.1 141.6 01Jan3000 15:10 137.9 0.4 63.1 139.6 01Jan3000 15:15 136.0 0.3 63.1 137.6 01Jan3000 15:20 134.2 0.3 63.0 135.7 0lian3000 15:25 132.5 0.3 63.0 133.9 01Jan3000 15:30 130.9 0.3 63.0 131.9 01Jan3000 15:35 129.6 0.3 63.0 130.1 01Jan3000 15:40 128.7 0.3 62.9 129.1 01Jan3000 15:45 128.4 0.3 62.9 128.5 01Jan3000 15:50 128.7 0.3 62.9 128.6 01Jan3000 15:55 129.6 0.3 62.9 129.2 01Jan3000 16:00 130.9 0.3 63.0 130.3 013an3000 16:05 131.8 0.3 63.0 131.4 01Jan3000 16:10 131.8 0.3 63.0 131.9 01Jan3000 16:15 130.4 0.3 63.0 131.0 01Jan3000 16:20 126.8 0.3 62.9 128.3 01Jan3000 16:25 121.5 0.3 62.9 123.7 01Jan3000 16:30 115.2 0.3 62.8 117.8 01Jan3000 16:35 109.0 1 0.3 62.7 111.6 0lian3000 16:40 104.0 1 0.2 1 62.6 1 106.0 Date Time Inflow (CFS) Storage (AC-Fr) Elevat... (Fr) Outflow (CFS) 013an3000 16:45 100.6 0.2 62.6 101.9 013an3000 16:50 99.6 0.2 62.5 99.9 01Jan3000 16:55 100.9 0.2 62.6 100.3 013an3000 17:00 103.5 0.2 62.6 102.4 01Jan3000 17:05 106.7 0.2 62.6 105.3 01Jan3000 17:10 109.8 0.2 62.7 108.5 01Jan3000 17:15 112.5 0.3 62.7 111.4 01Jan3000 17:20 114.6 0.3 62.7 113.7 01Jan3000 17:25 115.7 0.3 62.8 115.3 01Jan3000 17:30 116.3 0.3 62.8 116.1 01Jan3000 17:35 116.6 0.3 62.8 116.5 01Jan3000 17:40 116.5 0.3 62.8 116.5 01Jan3000 17:45 116.2 0.3 62.8 116.4 01Jan3000 17:50 115.6 0.3 62.8 115.9 01Jan3000 17:55 114.9 0.3 62.8 115.2 01Jan3000 18:00 114.1 0.3 62.7 114.4 01Jan3000 18:05 113.3 0.3 62.7 113.6 013an3000 18:10 112.7 0.3 62.7 112.9 013an3000 18:15 112.3 0.3 62.7 112.4 013an3000 18:20 112.3 0.3 62.7 112.3 013an3000 18:25 112.7 0.3 62.7 112.5 01Jan3000 18:30 113.2 0.3 62.7 113.0 01Jan3000 18:35 113.7 0.3 62.7 113.5 01Jan3000 18:40 113.8 0.3 62.7 113.8 01Jan3000 18:45 113.4 0.3 62.7 113.6 01Jan3000 18:50 112.2 0.3 62.7 112.7 01Jan3000 18:55 110.3 0.3 62.7 111.1 01Jan3000 19:00 107.9 0.3 62.7 108.9 01Jan3000 19:05 105.6 0.2 62.6 106.6 01Jan3000 19:10 103.5 0.2 62.6 104.4 01Jan3000 19:15 101.9 0.2 62.6 102.5 01Jan3000 19:20 100.8 0.2 62.6 101.2 013an3000 19:25 100.3 0.2 62.6 100.5 01Jan3000 19:30 100.2 0.2 62.6 100.3 01Jan3000 19:35 100.2 0.2 62.5 100.2 01Jan3000 19:40 99.9 0.2 62.5 100.1 01Jan3000 19:45 99.2 0.2 62.5 99.5 013an3000 19:50 97.7 0.2 62.5 98.3 Date Time Inflow (CFS) Storage (AC-Fl) Elevat... (Fr) Outflow (CFS) 013an3000 19:55 95.5 0.2 62.5 96.5 013an3000 20:00 93.1 0.2 62.5 94.1 01Jan3000 20:05 90.5 0.2 62.4 91.6 01Jan3000 20:10 88.2 0.2 62.4 89.2 01Jan3000 20:15 86.1 0.2 62.4 87.0 013an3000 20:20 84.4 0.2 62.3 85.1 013an3000 20:25 83.1 0.2 62.3 83.6 013an3000 20:30 82.1 0.2 62.3 82.5 01Jan3000 20:35 81.3 0.2 62.3 81.6 01Jan3000 20:40 80.5 0.2 62.3 80.8 01Jan3000 20:45 79.7 0.2 62.3 80.0 01Jan3000 20:50 78.7 0.2 62.3 79.1 01Jan3000 20:55 77.7 0.2 62.2 78.1 013an3000 21:00 76.6 0.2 62.2 77.0 01Jan3000 21:05 75.6 0.2 62.2 76.0 01Jan3000 21:10 74.8 0.2 62.2 75.1 01Jan3000 21:15 74.3 0.2 62.2 74.5 01Jan3000 21:20 74.2 0.2 62.2 74.3 01Jan3000 21:25 74.5 0.2 62.2 74.4 01Jan3000 21:30 75.0 0.2 62.2 74.8 01Jan3000 21:35 75.7 0.2 62.2 75.4 01Jan3000 21:40 76.4 0.2 62.2 76.1 013an3000 21:45 77.3 0.2 62.2 76.9 013an3000 21:50 78.3 0.2 62.2 77.9 01Jan3000 21:55 79.5 0.2 62.3 79.0 013an3000 22:00 80.6 0.2 62.3 80.1 01Jan3000 22:05 81.6 0.2 62.3 81.2 013an3000 22:10 82.5 0.2 62.3 82.1 013an3000 22:15 83.0 0.2 62.3 82.8 01Jan3000 22:20 83.1 0.2 62.3 83.1 013an3000 22:25 82.9 0.2 62.3 83.0 013an3000 22:30 82.4 0.2 62.3 82.6 013an3000 22:35 81.8 0.2 62.3 82.1 01Jan3000 22:40 81.1 0.2 62.3 81.4 013an3000 22:45 80.2 0.2 62.3 80.6 013an3000 22:50 79.2 0.2 62.3 79.6 013an3000 22:55 78.1 0.2 62.3 78.6 01Jan3000 23:00 1 77.0 1 0.2 1 62.2 1 77.5 Date Time Inflow (CFS) Storage (AC-Fr) Elevat... (Fe) Outflow (CFS) 01Jan3000 23:05 75.9 0.2 62.2 76.4 01Jan3000 23:10 75.0 0.2 62.2 75.4 013an3000 23:15 74.1 0.2 62.2 74.5 01Jan3000 23:20 73.4 0.1 62.2 73.7 01Jan3000 23:25 72.9 0.1 62.2 73.1 013an3000 23:30 72.5 0.1 62.2 72.7 013an3000 23:35 72.2 0.1 62.2 72.4 013an3000 23:40 72.0 0.1 62.2 72.1 013an3000 23:45 71.8 0.1 62.2 71.9 013an3000 23:50 71.7 0.1 62.2 71.7 013an3000 23:55 71.6 0.1 62.2 71.6 023an3000 00:00 71.5 0.1 62.2 71.5 023an3000 00:05 71.4 0.1 62.2 71.4 023an3000 00:10 71.4 0.1 62.2 71.4 023an3000 00:15 71.3 0.1 62.2 71.3 023an3000 00:20 71.3 0.1 62.2 71.3 023an3000 00:25 71.3 0.1 62.2 71.3 023an3000 00:30 71.3 0.1 62.2 71.3 023an3000 00:35 71.3 0.1 62.2 71.3 023an3000 00:40 71.5 0.1 62.2 71.4 023an3000 00:45 71.8 0.1 62.2 71.7 023an3000 00:50 72.4 0.1 62.2 72.2 023an3000 00:55 73.2 0.1 62.2 72.9 023an3000 01:00 74.1 0.1 62.2 73.7 023an3000 01:05 74.9 0.2 62.2 74.6 023an3000 01:10 75.6 0.2 62.2 75.3 023an3000 01:15 76.0 0.2 62.2 75.8 023an3000 01:20 76.0 0.2 62.2 76.0 023an3000 01:25 75.7 0.2 62.2 75.8 023an3000 01:30 75.1 0.2 62.2 75.4 023an3000 01:35 74.0 0.2 62.2 74.5 023an3000 01:40 71.9 0.1 62.2 72.8 023an3000 01:45 68.2 0.1 62.1 69.8 023an3000 01:50 62.4 0.1 62.1 64.9 023an3000 01:55 55.1 0.1 1 61.9 1 57.9 Iv Cantarini - BJ Basin Drainage Study CHAPTER 4 Basin Exhibit DE:re h:\d5258O1V1ydroIogyaO3-bLb85in.doc w.o. 25804-5 12P2/2014 SHEE 1 OF 1 PREPARED BY IJ H, N~AKiR .. sx:1,TEs BASIN EXHIBIT BJ DETENTION BASIN CITY OF CARLSBAD, CALIFORNIA M O I 7$ • \ ,. 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