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HomeMy WebLinkAboutCT 03-01-02; LA COSTA RESORT & SPA PHASE 2; DRAINAGE REPORT; 2005-06-23Prepared for: Drainage Report KSL LA COSTA RESORT & SPA COSTA DEL MAR ENTRY CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA June 23,2005 Revised March 30, 2006 Revised September 26, 2006 KSL LA COSTA 2100 COSTA DEL MAR ROAD CARLSBAD, CA 92009 JIM WAPLES Prepared by: RBF CONSULTING 5050 Avenida Encinas, suite 260 Carlsbad, CA 92008 • • 760.476.9193 CD NSU LTI NB Contact Person: Timothy M. Thiele, R.C.E. 60283 RBF JN 55-100221.008 O Q HYDROLOGY STUDY TABLE OF CONTENTS SECTION 1 - INTRODUCTION 1.1 General Introduction 1 SECTION 2 - PROJECT INFORAAATION 2.1 Existing Conditions 1 2.2 Interim Conditions 1 SECTION 3 - ANALYSIS/CONCLUSION 2 3.1 Flows 2 3.2 Pipe Analysis 2 3.3 Diversion Structure 2 3.4 CDS Unit 3 3.5 SDL-IA 3 APPENDIX- CALCULATIONS 4 COSTA DEL MAR ENTRY HYDROLOGY STUDY HYDROLOGY STUDY 1 INTRODUCTION The La Costa Resort & Spa has prepared a Master Plan for the resort. The plan includes construction of new resort villas, commercial buildings, parking structures and parking areas, and various interior and exterior surface improvements around the resort. As part ofthe approval ofthe Master Plan, an overall drainage study was prepared to address the impacts of the new construction, and recommendations to remediate downstream impacts. This report is titied "Drainage Study for La Costa Resort and Spa-Master Plan", (Rick Engineering, Nov. 2003). A new drainage report associated with the Villas Phase 2, "Drainage Study for La Costa Resort and Spa Phase 2, (Hunsaker, 2005), showed that flows had increased by approximately 15 cfs due to changes in the development plan. This promoted a reevaluation of the 2003 Master Drainage Study. Hunsaker recentiy completed a new overall drainage stiady. Drainage Stiidy for La Costa Resort and Spa (Hunsaker 2006). As part of the Master Plan improvements the main entrance to the resort at the intersection of El Camino Real /Costa Del Mar (ECR/CDM) will receive a new gatehouse and new entiy monuments. Portions of the existing storm drain system will be removed and replaced with new storm drains as recommended by the new overall drainage study (Hunsaker 2006). This new system would tie into the storm drain improvements associated with Villas Phase 2 of the Master Plan. This report will address the impacts due to the increased flow for pipe segments as shown on DWG's 422-6D and 422-6F, the design for the diversion structure as part of the ultimate storm drain system, the sizing of the CDS unit, and ponding depth at SD L-l A. 2 PROJECT INFORAAATION 2.1 Existing Conditions Existing runoff firom La Costa Resort & Spa site are conveyed to two different locations. Most of the Resort runoff is conveyed to the intersection of El Camino Real and Costa Del Mar Road via streets and pipes. The Costa Del Mar runoff is collected and discharged through an existing, highly corroded, 30" CMP directly into San Marcos Creek. The runoff firom the developed portion of the resort to the north is collected into an earthen swale that flows southerly, parallel to El Camino Real. These flows are collected by an existing headwall structure, which discharges through an existing public 36" CMP storm drain pipe, crossing under El Camino Real and discharging into Batiquitos Lagoon. Costa Dei Mar Entry Hydrology Study HYDROLOGY STUDY 2.2 Proposed Conditions With the increase in runoff due to the proposed development listed in the Master Plan, the intersection of ECR/CDM will continue to receive a majority of the runoff firom the Resort. Flow will be split by a diversion structure and conveyed through the new storm drain pipes in Costa Del Mar and rehabilitated pipes in El Camino Real to evenly distribute the flows between the pipe systems for better efficiency. 3 ANALYSIS/CONCLUSION 3.1 Flows Flows from the site to San Marcos Creek are increasing slightly from the Qs shown on the approved plans. The total increase is 3.43 cfs. San Marcos Creek and its North Tributary have been modeled using the U.S Army Corps of Engineers HEC-2 Water Surface Profiles program (May 1991). This study was completed by the Rick Engineering Company in 2002 and defines a flood proflle for the project area. 3.2 Pipe Analysis The increase in flows outiined in the new overall drainage report (Hunsaker 2006) made it necessary to upsize certain pipe segments to insure that the HGL would be contained within the system. Pipe segments 34-38 were upsized in order to carry the increased flows associated with the new overall drainage study (Hunsaker 2006). 3.3 Diversion Structure The basis of design for the storm drain diversion just north of the El Camino Real/Costa del Mar intersection is to maximize the flows that can be carried by the existing pipes crossing ECR. The flow to be directed west across ECR will be 39 cfs, with the remaining 43.20 cfs directed to the storm drain under CDM during the 1 OO-year design event. Design flow rates are taken from the new overall drainage study (Hunsaker 2006). Summary of Results The results firom the analysis shows that by lowering the invert elevation of the storm drain pipe outletting towards El Camino Real by a 0.33 feet, decreasing the orifice diameter to 30" while keeping the invert of the 30" orifice equal to the invert of the 36" RCP, and lowering the invert elevation of the 30" RCP storm drain pipe outletting towards Costa Del Mar by 0.60 feet, it would provide the needed diversion distribution of flows during the 1 OO-year design event and would have maximum headwater elevation in the clean-out structure of approximately 14.98 ft, which is 1.82 ft below the rim elevation. Costa Del Mar Entry Hydroiogy Study HYDROLOGY STUDY 3.4 CDS Unit The basis for design will be based upon the Rational Method for sizing calculations: Q = C*I*A where: Q = design treatment flow rate in cubic feet per second (cfs) C = runoff coefficient (no units) I = rainfall intensity in inches per hour A = tributary area in acres Summary of Results The results firom the analysis showed that 4.81 cfs will need to be treated by the CDS unit. Based upon the design requirements fi-om CDS Technologies, the system would require a Model No. PSWC 40-40. 3.5 SD L-l A Analysis The basis for design is to determine the ponding depth above the proposed grate inlet, so as to determine if water will pond above the adjacent bench area. Summary of Results The results from the analysis shows that the ponding depth will 0.61 feet above the grate inlet, which is approximately 0.39 feet lower then the adjacent bench area. Costa Del Mar Entry Hydroiogy Study HYDROLOGY STUDY References Hunsaker and Associates. September 15, 2006. Drainage Study for La Costa Resort and Spa. W.O. 2503-1 Hunsaker and Associates. July 14, 2005. Grading Plans for La Costa Resort and Spa Phase 2. Dwg. No. 422-6C Rick Engineering. November 3, 2003. Drainage Study for La Costa Resort and Spa - Master Plan (REC Job No. 14107-L) Costa Del Mar Entry Hydrology Study HYDROLOGY STUDY APPENDIX Costa Del Mar Entry 4 j^BF Hydroiogy Study CONSTRUCTION NOTES: CD CD CD CD CD CD CD CD CD Cjo> CID C© CS) CJD C® c® CONSTRUCT PEDESTRIAN »*LK PER ARCHITOmjRAL PLANS ADJUST TO WATCH EX. GRADE. CONSTRUCT 8" CMU »ALL PER ARCHITECTURAL PUtfS. CONSTRUCT CONCRETE FOUNTAIN PER ARCHITECTURAL PLANS. CONSTRUCT SOUMMALL PER ARCHITECTURAL PLANS HO SEPARATE PERMIT. CONSTRUCTION DRAINAGE DITCH PER SDRSD D-7S TYPE B. INSTALL DRAINAGE IM-ET ANO COMCCT TO EXISTING CURB IH£T. SEE INLET DETAIL 1 ON SHEET 2. INSTALL DRAINAGE IM.ET AND COhJCCT TO PROPOSED CATCH BASIN. SEE IH£T DETAIL 1 ON StCET 2. CONSTRUCT SPLASH »ALL PER DETAIL 5 ON SWTT 2. INSTALL DRAINAGE IHXT UO COMtCT TO EXISTING STORM DRAIN PIPE WITH CONCRETE LUG PER SDRSD D-53. SEE IhLET DETAIL 1 ON SHEET 2. CONSTRUCT SPLASH »ALL PER DETAIL 5 ON St£ET 2. CONSTRUCT t,-4 CLEANOUT PER SDRSD D-9. PROTECT IN PLACE. CONSTRUCT TYPE G CATCH BASIN PER SDRSD D-B. INSTALL STDRM »ATER SEPERATION UNIT (CDS) PSmMO-40. SEE DETAIL 3 ON StCET 2. CONCRETE LUS PER D-63 INSTALL DRAIN GRATE (PVT) PER DETAIL • SfCET 2. CONSTRUCT A-5 CLEANOUT PER SDRSD D-9. 20- -10- - PRbposEir saooTOtNE" STOSI DUIN t * COS MODEL PSIIC40_40 6.0 CFS TREATICNT CAPACITY MA>«OLE AM) FRAiE 36"» HDPE SEE APIA STD" OUTLET PLAN 321-1 FOR PIPE MAWeLE/BCK / COMCCTION DETAIL" CIP DIVERSION WEIR BOX PER SDRSO D7SA k D7BB (7' SPAN « 4.75" HEIGHT x 10" LONG SINGLE—d J m I BOX CULVERT) 3.33'± tl ; 6i.~ 1W.93 If «• icPE • O.SQZ - EXISTING SROIC ABOyEr-STCjai-DRHIM -I Q 190.;$ LF 42'' ICPE » 0:SQt l).-lfc44-tFS J -- - V»=e.36.FPS I !.» Lf 42- HDPE« b,Si 14 16 l)>^;44{F5 V«-8.3t fPS 16 - 20 SDL-1B (PVT. ) SCALE: HORIZ. 1"- 30' 1 VERT.. I'i 5'. fCMMZ k StntCC EX. STCRI DRAIN USE SIDEJTALL REINF FOR EMMIALLS (TYP) COS MOOEL PS»C40_40 6.0 CFS" TREATICNT ENCASE IIAET AMJ OUTLET IN 12" MIN CIP CONCRETE RElrfORCE PER APIA STANDABD PLAN 380-2 24" in COVER AND FRAtC (2 EA)' PER SDRSO M-1 - 900 BLOCKOUT 20" TALL. FILL VOIDS WITH CONCRI NON-S»fiIhK GROUT 9.33'± -36"» H3PE IMET PIPE (SEE PIPE COmECTION DETAIL HEREON) STA 168+77.13 -CIP DIVERSION HEIR BOX PER SDRSD D76A k D76B (7' SPAN X 4.75' lEIGHT X 10' LONG SINGLE CELL BOX CULVERT) 4 -36"» HOPE OUTLET PIPE (SEE PIPE CCNCCTION DETAIL HEREON) GRAPHIC SCALE 17.5'± SD LINE L-l PLAN STORM DRAIN DATA n DELTA/BRG RADIUS LENGTH REMARK 1 NIO'Sg'OB"! — 82.98' 36- RCP* 2 N09-10'39"» — 19.6r 42- H)PE» i N19"19'25"E — 104.93' 42" H)PE« 4 M24"4r30"» — 190.78' 42- H3PE* i NirD3'53"I — 96.30' 42- H)PE* t N65-1S'30-E — 9.78' 4" PVC 1 N70-4O'35"» — 22.57' 4" PVC i N74-48'10"E — 36.95' 4- PVC ' lATER TIGHT JOINTS PLAN PREPARED 3Y: CQNSULTINB ENGINEER OF VIORK: 5050AVBSM BlONAa SUn^ 2a0 CARLSBAA CHjroRNMazooa - FW(7B(U7a.919B . wmrnXOFMt TIMOTHY M. THIELE J60-Sa5-62t3 R.C.E f 60283 ENGMEER QF WOM THTS gfFT ADDED REVISION DESCRIPTION OTHER APPROVAL OTY APPRWAL SHEET 5 'AS BUILr REVIEWED BY: CITY OF CARLSBAD ENaNEERING DEPARTMENT SHEETS 7 PSECISS GSADOfQ FLAN FOK LA COSTA RESORTS SPA COSTA DEL MAR ENTRY LLOYD B. HUBBS OTY ENGINEER PE 23869 EXPIRES 12/31/05 DATE OWN BY: CHKD BY: RVWD BY: MC PROJECT NO. cr 03-01 DRAWING NO. 422-60 • -t - t- 1 i. IPES DIS 422-60 PrapSEDl GROUND ABOVE STORM DRAIN y I PEK -30- PLAN 622-BD -20 -I- - - 2u r-—f— -10- 20- 10 ' (7^" ; 7.32ir36''Tir"r(ijBox (njBOc) -'-^ I» «> tf y ISP » fi.TSi-iHzaio-. i-;:-f- - ' rxisfiNS adio ASOVE SISU GRAIN ( -6P 8" I. 0 I IS" flEL -30- 20 54;7W^-.ll4uNE0f- £3 iII.=S2.18 CFS V «'11.«3 FPS 0-2000 : li--39.£l CFS V»=7.65 FPS 13 BrtiSr 11T55- -10- FACING RIP F«P PtRi SDRSD D-W J_ UPPER LAYDti 3/a' OSSCD ROCK T=1.4 - . .-- LaER UYER: SAM) PROFILE SD L-1 SCALE: HORIZ. 1"= 2 VERT. 1"" 4 15 PROFILE SD L-1B SCALE HORIZ. r- 20" VERT. r« 4" 'AS BUILr REVIEWED BY: SHEET 3 CITY OF CARLSBAD ENGINEERING OEPARTMENT SHEETS 4 SHEET 3 CITY OF CARLSBAD ENGINEERING OEPARTMENT SHEETS 4 SHEET 3 CITY OF CARLSBAD ENGINEERING OEPARTMENT SHEETS 4 STOSU DRAM PROFILE FOR LA COSTA RESORT S SPA PUBUC STORM DRAIN ATEL CAMINO REAL PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: STOSU DRAM PROFILE FOR LA COSTA RESORT S SPA PUBUC STORM DRAIN ATEL CAMINO REAL PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: STOSU DRAM PROFILE FOR LA COSTA RESORT S SPA PUBUC STORM DRAIN ATEL CAMINO REAL PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: STOSU DRAM PROFILE FOR LA COSTA RESORT S SPA PUBUC STORM DRAIN ATEL CAMINO REAL PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: STOSU DRAM PROFILE FOR LA COSTA RESORT S SPA PUBUC STORM DRAIN ATEL CAMINO REAL PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: APPROVED: CONRAD C. HAMMANN, JR. PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: APPROVED: CONRAD C. HAMMANN, JR. PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: CITY ENGINEER PE 33069 EXPIRES 6/30/08 DATE PLAN PREPARED BY: RBF • SDSO AVeCMBKMAS^ SUTTE 2Ba • CWLMAD. CAUFORMASaooa CON5ULT1NE3 7VU7&S1B3 • FAXTECLPUIM • wwwJVFxora ENGWEER QF WORK: OATE: DA1E NUAL REVISION DESCRIPTION DATE DOIIAL UIC NTIAL DWN BY: CHKO BY RVWD BY MC PROJECT NO. CT 03-01 DRAWNG NO. 422-6F TIUOTHY M. THIELE R.CE # 60283 760-603-6243 ENONEER OF none REVISION DESCRIPTION OTtCR APPROVAL OTY APPROVAL DWN BY: CHKO BY RVWD BY PROJECT NO. CT 03-01 DRAWNG NO. 422-6F HYDROLOGY STUDY RIP-RAP SIZING CALCULATIONS Costa Del Mar Entry Hydrology Study T7P-7 1 - Uith Sill Ty;.-? ? - './itl.ojt sill 1 "• ll.icJlK--.> of RlMl'.i;. U » rt(".- ti:...-.cti.T vr i 2.j:to.-n ITiJt.'i of Concrete Cli.m.--; Riprap sizf ihjM tr sfiCifiei on ?l;ns S£!.£CTic"i 0.^ 81??-? A-:o ni.-r'» v-1oci:7 fC/S;c. ClistificJtio.-! Thic'-crr-ii {TJ Ft. 6-7 .B So^ ? Zjtiin-1.0 \.< -TTTTT •2.a ij-i--. -l/^TTcT 2U li- 15 • r/Z Ton 2.t IS-IC • 1 To*^ <.3 ? Ten S.i Filler Cljn^eC TfcicV.-ies^ - .1 fooi or T. FUt-r Clj Sec. 2Ca- iec. <;3- lo-.-rr 3/3- r/4- 1 1/2- 2- 1^ //// /. I -• // -X 3D or 3V; I PLAW Concrete Chjnnsl Sill <20-C-2CCO Class concrete, •if sho-.'n cn Plans. J5zcii'<7r, A-A { ELEVATION . KOT£S; T. Type of riprap a. Ecj-jlar Q-jarry Stons. - b. E.'olen Concrete if s.'-.own cn ."'icns. c, Csibles not_ acceptable. 2. Gradj^i'cn and Plac;?:--2nC as specffi=d-fn P.cgic-nil Slindards Car=:, Std. Spec. Prsv. Sec. 203-1.6 ini Sec. 3-00-3. *f 3. Ripra? is to b» placed over a filter blanket vj.hich ciay be granular cscrrial er plastic filter cloth, a. Granular naterial specs. In Table above. b. Plastic filter cloth specs.-fn Eeg^ Stds. Ca-=:. Std. Spec. Prov. Sec. 2J~-1.7. • 4, ]f desired riprap and filter blanJ.et class is not available, use larger class. ** Standird Specifications for PubTic Vorhs Construction by So. CA Chap.-of APV-A S A''- H^I—Cl "l^JUJ 0... ~ 1^ SAN DIEGO REGIONAL STArJOARD DnAWI.VG RIP RAP EK'ERGY DISSlPA iCR Appto'.-.'J — — . • * HYDROLOGY STUDY DIVERSION STRUCTURE ANALYSIS Costa Del AAar Entry Hydroiogy Study |xDr La Costa Resort and Spa Costa Del Mar Flow Distribution through Diversion Structure Assuming Inlet Control RBFJN 55-100221 10/2/2006 Water Surface Elevation 12.50 12.60 12.70 12.80 12.90 13.00 13.10 13,20 13.30 13.40 13.50 13.60 13.70 13.80 13.90 14,00 14.10 14.20 14.30 14.40 14.50 14.60 14.70 14.80 14,90 14.98 15.00 15.10 15.20 15.30 15.40 15.50 Flow through 30" Diameter Orifice Info 36" RCP El. 11.00 Q=0.6*A'(2GH)'K).5 11.82 13.98 15.86 17.53 19.06 20.47 21.79 23.04 24.22 25.35 26.43 27.46 28.46 29.43 30.36 31.27 32.15 33.01 33.84 34.66 35.45 36.23 37.00 37.74 38.48 39.05 39.19 39.90 40.60 41.28 41.95 42.61 Flow through 30" Diameter Orifice El. 10.40 Q=0.6'A*(2GH)^.5 21.79 23.04 24.22 25.35 26.43 27.46 28.46 29.43 30.36 31.27 32.15 33.01 33.84 34.66 35.45 36.23 37.00 37.74 38.48 39.19 39.90 40.60 41.28 41.95 42.61 43.13 43.26 43.90 44.53 45.16 45.77 46.38 Total Outflow (cfs) 11.82 13.98 15.86 17.53 45,48 47.93 50,25 52.46 54.58 56.61 58.57 60.47 62.30 64.08 65.81 67.50 69.14 70.75 72.32 73.85 75.35 76.83 78.27 79.69 81.09 82.18 82.45 83.80 85.13 86.43 87.72 88.99 Comment Matches Assumed Inflow HYDROLOGY STUDY CDS UNIT Costa Del Mar Entry 13011^ Hydrology Study IT??^ JOB. 5S --L0022-\. OO^ • • • C P N S U LTI N G PLANNING • DESIQN • CaNSTRUCTlaN aaa.479.3Baa • WWW.RBF.COM SHEETNO. CALCUIA,TED BY. CHECKED BY SCALE LSC OF I DATE ^"ll'&ioT DATE Page 1 of 1 Model* Desig fetion Tieatment Screen DiametertHelght SlHTip Capacity Oepth Betow Pipe liwert Foot Pri ft DJaineter Model* Desig fetion cfs MGD m (yd^) (ft) m Pf^[U20_15 (Drop-^n Met) 0.7 0.5 2.0 \ 1.5 0.5 4.2 4.8 PMSU2Q 15 4 0.7 0.5 2.0 \ 1.5 0.5 3.5-4 4.8 PMsmo 15 0,7 0,5 2.0 M.S 11 5.1 6,0 i PMSU20_2O 11 0.7 2,0 \2.0 11 5.7 6,0 i PMSU20 26 16 1 2.0 \2.5 11 6,0 6.0 PMSU30 2) 2 1.3 3.0\2.0 2.1 6.2 7.2 pysuso 30 3 1.9 3.0\3.0 2.1 7.2 7.2 PySU40 30 4.5 3 4.0\3.0 5.6 8.6 9.5 PMSU4Q 40 6 3,0 4.0 \4.0 6.6 0,6 0.5 PSVVC30 20 2 la 3.0 \ 2.0 19 6.0 7,2 PSW30 30 3 1.9 3.0 \3.0 18 7.0 6.0 OJ PSWC30_30 3 19 3.0\3.0 2.1 7.0 7.2 £ PSWC40 30 4.5 3 4.0\3.0 19 8.5 aa -—>• PSWC40 40 i 3.9 4.0\4.0 19 9.6 8.3 PSW60 42 9 5.8 5.0\4,2 10 0.6 9.5 p PSWC56 40 9 6.8 5.6 \4.0 10 9.6 95 m PSW50 50 11 7.1 5.0\5.0 19 10.3 9.5 PSWCSe 53 14 9 5.6\5.3 li 10.9 9.5 PSVVC56 68 IS 12 5.6\6,8 19 12.6 9.5 PSWC6B 78 25 IS 5j\7.8 19 13,6 9.6 PSW70 70 26 17 7,0\7.0 3.9 14 12,5 PSW100 60 ^ n 10.0 V6.0 0.® OF 14.1 12 PSWIOOLJSO 50 32 10.0\a.o 6.9 or 14,1 14 18 PSW100 100 64 41 10.0 \ 10,0 6 § or 14.1 16 CSW150 134 14S 95.6 15.0 \ 13.4 14.1*** 19.6*** AI CSW2a)0_164 270 174 20.0 U 6.4 14.1*** 22.6*** 34 .S DSVV240 160 300 194 24.0 uao 21.2*** 41 rCDS Precast Manltole Iraert Uiiit (Pyy). Precast y a infete Storni Precast Sfernw^aterCorcenMcfPSWC), [Precast (PX ard Cast in Ptece (C). Sijmwafer (SW) r^DSTechtiofogies cartcustomfze ufils to meetspecffic design i3ws and sump (spaclSes *Suinp Capaciees and Depth Bekm Pipe tm/ertcanvary <^ue ^ecWc site design http://ww.cdstech.com/diilds/docs/CDS%20Unit%20Capacities.jpg 10/18/2005 HYDROLOGY STUDY SD L-IA Costa Del Mar Entry Hydroiogy Study CD NSU LTI NG PLANNING • DESIGN • CaNSTRUCTlaN Baa.479.3saB • WWW.RBF.COM .IOR 5s'VO&z-Z-l SHEET NO. CALCULATED BY DATE CHECKED BY DATE •SCA! F (^m =^ 12.42 drs 9LA-^.') -^C? - Zl.O ^uvt^) 31. ^1: vV05.^ 2.\,o ^ ^ Z\,(o\'