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Home My WebLink AboutAMEND 2019-0004; CHICK-FIL-A; HYDROLOGY AND HYDRAULIC STUDY; 2023-08-23 FINAL HYDROLOGY AND HYDRAULIC ANALYSIS For: CHICK-FIL-A RESTAURANT # 4306 5848 Avenida Encinas City of Carlsbad, County of San Diego, California CUP2021-0017 GR 2022-0026 ROW 2022-0401 DWG 538-3A/538-3 Prepared for: Chick-fil-A, Inc. 105 Progress Irvine, CA 92618 Prepared by: Joseph C. Truxaw & Associates, Inc. Civil Engineers & Land Surveyors 1915 W. Orangewood Ave., Suite 101 Orange, CA 92868 (714) 935-0265 Prepared on: August 23, 2023 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - i - Table of Contents 1.0 PROJECT SITE OVERVIEW ...................................................................................................... 3 1.1 PURPOSE .................................................................................................................................. 3 1.2 PRE-DEVELOPMENT SITE CONDITION .................................................................................. 3 1.3 POST-DEVELOPMENT IMPROVEMENTS ................................................................................ 4 1.4 METHODOLOGY ..................................................................................................................... 5 1.5 TOTAL DISCHARGE SUMMARY ............................................................................................. 6 2.0 HYDROLOGY ANALYSIS ......................................................................................................... 7 2.1 PRE-DEVELOPMENT ................................................................................................................ 7 2.2 POST-DEVELOPMENT .............................................................................................................. 9 2.3 TOTAL SITE RUNOFF DISCHARGE ........................................................................................ 10 2.4 VICINITY MAP ........................................................................................................................ 11 2.5 SOIL MAP................................................................................................................................ 12 2.6 WATERSHED MAP.................................................................................................................. 13 3.0 HYDROLOGY ANALYSIS (AES SOFTWARE)........................................................................ 14 • 10 Yr Pre-Development ................................................................................................... 14 • 100 Yr Pre-Development ................................................................................................. 14 • 10 Yr Post-Development ................................................................................................. 14 • 100 Yr Post Development................................................................................................ 14 4.0 HYDRAULIC ANALYSIS .......................................................................................................... 15 • Storm Drain Profiles........................................................................................................ 15 • S.D. Line A (From Avenida Encinas Curb Inlet to Storage Vault) ............................... 15 • S.D. Line B (From Storage Vault to Northerly DMA-1 Basin) ...................................... 15 • S.D. Line C (From Storage Vault to Southerly DMA-2 Basin) ..................................... 15 4.1 GRATE INLET ANALYSIS ........................................................................................................ 16 4.2 GUTTER CAPACITY CALCULATIONS .................................................................................. 17 4.3 INTENSITY-DURATION DESIGN FORM ................................................................................. 18 • 10-year .............................................................................................................................. 18 • 100-year ........................................................................................................................... 18 5.0 ATTACHMENTS....................................................................................................................... 19 5.1 10-YEAR ISOPLUVIAL MAP ................................................................................................... 20 • 6-Hour ............................................................................................................................. 20 • 24-Hour ........................................................................................................................... 20 5.2 100-YEAR ISOPLUVIAL MAP................................................................................................. 21 • 6-Hour .............................................................................................................................. 21 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - ii - • 24-Hour ............................................................................................................................ 21 5.3 PREDEVELOPMENT HYDROLOGY PLAN ............................................................................ 22 5.4 POST-DEVELOPMENT HYDROLOGY PLAN ........................................................................ 23 5.5 VAULT DETAILS ....................................................................................................................... 24 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 3 - 1.0 PROJECT SITE OVERVIEW 1.1 PURPOSE This drainage study provides an analysis of the pre-development and post-development hydrology characteristics for the project site at 5850 Avenida Encinas. The site is located just north of the Palomar Airport Rd./I-5 intersection with the Commercial Tourism Zoning. The site is at latitude and longitude of 33°07’32” N and 117º19’29” W, respectively. It is bounded on the west and north by Avenida Encinas, the east by Interstate 5 San Diego Freeway, and the south by In-N-Out Burger. 1.2 PRE-DEVELOPMENT SITE CONDITION The project site is currently occupied by a two-story commercial building with parking stalls surrounding the building on the easterly and southerly sides. Drive access locations are located along Avenida Encinas, by a drive aisle from the adjacent property (In-N-Out) and a driveway into Avenida Encinas just north of the building. Parking stalls consist of asphalt concrete pavement that is in moderate condition and drains surface runoff via a concrete v-gutter. The survey that was performed revealed that the parking row just south of the building collects runoff into the v-gutter on the project site. This parking row is outside property limits and therefore the project site is accepting offsite drainage. It was also found that the 18” private storm drain directs concentrated surface runoff from southern properties through the site, and it was also found that storm water clarifiers were installed in line with this private storm drain upstream of the project site. Therefore offsite surface flows collected upstream of the project site that travel through this private storm drain are anticipated to have been treated by these clarifiers. From private storm drain systems, drainage will continue on through to public storm drain conveyance systems. The v-gutter was found to have a high point at the southeast corner of the site where it drains in two directions: • Northerly to discharge surface runoff (DMA-1, 0.485 acres, Q100=2.56 cfs) out the existing driveway and into Avenida Encinas. Once the surface runoff has entered the curb & gutter in Avenida Encinas it travels south to a municipal curb inlet where it is collected into the municipal storm drain system. • Westerly to convey runoff (DMA-3, 0.340 acres, Q100=1.79 cfs) through the shared drive aisle and into an existing grated inlet catch basin. This grated inlet also accepts runoff from DMA-6 (0.009 acres, Q100=0.05 cfs). Once collected in the private catch basin it is then conveyed through an 18” private storm drain and travels north back onto the project site where it discharges into the same municipal curb inlet in Avenida Encinas as stated above. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 4 - The onsite area in front of the two-story building not served by the aforementioned v-gutter (DMA-2, 0.227 acres, Q100=1.20 cfs) surface drains westerly to Avenida Encinas, then north to the same municipal curb inlet. The south-westerly shared frontage driveway (DMA-4, 0.048 acres, Q100=0.25 cfs) surface drains westerly to Avenida Encinas, then similarly drains north to the same municipal curb inlet. There is a curb inlet (DMA-5, 0.009 acres, Q100=0.05 cfs) within the shared driveway. This curb inlet drains northerly through the site via the same 18” onsite storm drain that discharges to the same municipal curb inlet in Avenida Encinas. Please note that the grated inlet in DMA-3 and 5 also accepts runoff from the neighboring In-N-Out property. The same southerly offsite drainage will continue to drain to this location under proposed condition unaltered. Total project site acreage is approximately 1.118 acres with 0.783 acre (70.0%) of imperviousness. Total 100-year site discharge to the municipal drainage system is 5.90 cfs, with DMA’s 3, 5, and 6 totaling 1.89 cfs discharging via the existing onsite 18-inch storm drain system. 1.3 POST-DEVELOPMENT IMPROVEMENTS The proposed improvements that will take place on this site will include a complete demolition of existing features to accommodate construction of a new single-story Chick-fil-A restaurant with outdoor dining area, parking lot, landscaping, trash enclosure. The site will be redesigned and readjusted to follow natural topography as best as possible. Due to the characteristics of this development, this project falls under the ‘Priority Development Project’ status by City Storm Water Quality standards and is therefore required to implement storm water source control, site design, and structural treatment BMPs throughout the site. The structural BMPs selected for this site are Bio-Filtration basin (BF-1) with underground detention chamber have been incorporated into the grading design and then continue thru to the municipal stormwater conveyance systems. To meet Storm Water Quality requirements as well as follow natural topography as best as possible, two bio-filtration basins will be constructed on this site. Basin #1 (51.48 bottom surface elevation, 823 square feet) is located within DMA-1 (0.771 acres, Q100=3.03 cfs) and at the most northerly corner of the site. Surface runoff within DMA-1 is directed to a v-gutter from along the south side of the site then flowing from south to northwest where drainage is collected to the curb & gutter along the parking stalls following Avenida Encinas. The collected runoff travels through this curb & gutter until it reaches Basin #1. The lower BMP flows will be treated in the basin’s media and gravel layers, prior to draining to 6-inch underdrains and discharging from the basin via a 12-inch outlet storm drain. The higher 100-year flows will temporarily pond approximately 0.19’ above the 36-inch square inlet’s top of grate elevation, then collected by the square inlet and discharged via the same 12-inch outlet storm drain. See Section 4.1 “Grate Inlet Analysis” for grate/riser ponding depth calculations. Basin #2 (51.80 bottom surface elevation, 364 square feet) is located within DMA-2 (0.313 acres, Q100=1.65 cfs) and in the landscape planter in front of the proposed restaurant and behind proposed parking stalls north of the restaurant building. This basin will collect runoff from the building roof and the parking stalls just north of the building, nearby landscaping and gutter located east of the building. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 5 - Similar to Basin #1, the lower BMP flows will be treated in the basin’s media and gravel layers, prior to draining to 6-inch underdrains and discharging from the basin via a 12-inch outlet storm drain. The higher 100-year flows will temporarily pond approximately 0.13’ above the 36-inch square inlet’s top of grate elevation, then collected by the square inlet and discharged via the same 12-inch outlet storm drain. Each biofiltration basin in DMA-1 and DMA-2, which is sized to capture the design capture volume, routes runoff via a 12-inch storm drain into the underground detention chambers (Stormcapture vault at 2 ft inside height with 48.83 invert elevation) for hydromodification control (1.084 acres, Q100=4.68 cfs total to underground chambers). See Project SWQMP for further details. Underground detention chambers will outlet at a controlled flowrate (2-year, 5-year, 10-year, 25-year) based on San Diego County SDHM Software, see Project SWQMP for further details. 100-year drainage outletting from the underground chambers (Q100=4.68 cfs) will discharge un-mitigated – via a 15” riser with 0.48 ft ponding depth above top of grate (also used at tailwater / starting Hydraulic Grade Line for 12” pipe hydraulics draining to the vault) – in an 18-inch private storm drain to the existing municipal curb inlet in Avenida Encinas, completely bypassing the existing 18-inch storm drain traversing onsite, then continue downstream in the existing public storm drain conveyance system. A portion of the south-westerly frontage driveway (DMA-3, 0.016 acres, Q100=0.08 cfs) will not drain towards the biofiltration basins. Runoff there will surface flow to Avenida Encinas, then north along existing curb gutter to the existing municipal curb inlet, the same inlet where DMA-1 and DMA-2 ultimately discharge to. Near the southwest entry driveway, DMA-4 (0.009 acres, Q100=0.05 cfs) and DMA-5 (also 0.009 acres, Q100=0.05 cfs) under proposed condition are the same as DMA-5 and DMA-6 respectively, under existing condition. They will retain the same drainage pattern, draining via the existing onsite 18” storm drain to the existing municipal curb inlet. The inlet at DMA-4 will continue to receive the same amount of southerly offsite tributary runoff from In-N-Out. The inlet at DMA-5 under proposed condition will no longer receive onsite runoff from the southeast parking stalls, thus having a lower tributary flow than existing condition and, therefore, discharging less to the existing 18” storm drain. Total project site acreage is approximately 1.118 acres with 0.827 acre (74.0%) of imperviousness. Total proposed condition 100-year site discharge to the municipal drainage system is 4.86 cfs, which is less than existing condition (5.90 cfs). Of which, DMA’s 4 and 5 totaling 0.10 cfs will discharge via the existing onsite 18” storm drain (less than 1.89 cfs existing), and DMA-3 totaling 0.08 cfs (less than 0.25 cfs existing) will surface flow to Avenida Encinas then northerly along curb gutter to the existing municipal curb inlet. 1.4 METHODOLOGY For the purpose of this study, all drainage runoffs have been calculated based on a 10 and 100 year frequency. The following hydrology calculations are based on the San Diego County Hydrology Manual where the peak flow is determined by the equation: [Q=C*I*A] using the Advanced Engineering Software (AES) program. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 6 - C-Value A runoff coefficient of 0.80 (Neighborhood Commercial) was selected per Table 3-1 of the San Diego County Hydrology manual. Isopluvial Map The rainfall depths that were used to calculate the peak runoff rates were determined from the 6-hour Isopluvial Maps for 10-yr and 100-yr storm events as found in the Appendix pages of the San Diego County Hydrology Manual. Where the project site falls between two isopluvial contour lines, a graphical interpolation was used to determine the rainfall depth at the project site. 1.5 TOTAL DISCHARGE SUMMARY PRE-DEVELOPMENT DRAINAGE SUMMARY TABLE STORM EVENT (YEAR) NODE FLOW (cfs) TIME OF CONCENTRATION (min.) INTENSITY (in/hr) Area (ac.) Runoff Coefficient 10 101 1.84 5.00 4.743 0.485 0.8 10 201 0.86 5.00 4.743 0.227 0.8 10 301 1.29 5.00 4.743 0.340 0.8 10 401 0.18 5.00 4.743 0.048 0.8 10 501 0.04 5.00 4.743 0.009 0.8 10 601 0.04 5.00 4.743 0.009 0.8 Total Q10: 4.25 Total Area: 1.118 100 101 2.56 5.00 6.587 0.485 0.8 100 201 1.20 5.00 6.587 0.226 0.8 100 301 1.79 5.00 6.587 0.378 0.8 100 401 0.25 5.00 6.587 0.048 0.8 100 501 0.05 5.00 6.587 0.009 0.8 100 601 0.05 5.00 6.587 0.009 0.8 Total Q100: 5.90 Total Area: 1.118 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 7 - 2.0 HYDROLOGY ANALYSIS 2.1 PRE-DEVELOPMENT Node 100 to Node 101 Area = 0.485 acre Flow Length = 251 ft Slope = 1.16% Q10 = 1.84 cfs Q100 = 2.56 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 200 to Node 201 Area = 0.227 acre Flow Length = 92 ft Slope = 1.99% POST-DEVELOPMENT DRAINAGE SUMMARY TABLE STORM EVENT (YEAR) NODE FLOW (cfs) TIME OF CONCENTRATION (min.) INTENSITY (in/hr) Area (ac.) Runoff Coefficient 10 104 2.13 8.20 3.448 0.771 0.8 10 201 1.19 5.00 4.743 0.313 0.8 10 301 0.06 5.00 4.743 0.016 0.8 10 401 0.04 5.00 4.743 0.009 0.8 10 501 0.04 5.00 4.743 0.009 0.8 Total Q10: 3.46 Total Area: 1.118 100 104 3.03 7.87 4.915 0.776 0.8 100 201 1.65 5.00 6.587 0.313 0.8 100 301 0.08 5.00 6.587 0.016 0.8 100 401 0.05 5.00 6.587 0.009 0.8 100 501 0.05 5.00 6.587 0.009 0.8 Total Q100: 4.86 Total Area: 1.089 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 8 - Q10 = 0.86 cfs Q100 = 1.20 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 300 to Node 301 Area = 0.340 acre Flow Length = 278 ft Slope = 0.92% Q10 = 1.29 cfs Q100 = 1.79 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 400 to Node 401 Area = 0.048 acre Flow Length = 91 ft Slope = 1.65% Q10 = 0.18 cfs Q100 = 0.25 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 500 to Node 501 Area = 0.009 acre Flow Length = 32 ft Slope = 2.16% Q10 = 0.04 cfs Q100 = 0.05 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 600 to Node 601 Area = 0.009 acre Flow Length = 30 ft Slope = 2.40% Q10 = 0.04 cfs Q100 = 0.05 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 9 - 2.2 POST-DEVELOPMENT Node 100 to Node 104 Area = 0.771 acre Flow Length = 513 ft Slope = 0.69% Q10 = 2.13 cfs Q100 = 3.03 cfs I = 3.448 in/hr I = 4.917 in/hr Tc = 8.20 min. Tc = 7.87 min. Node 200 to Node 201 Area = 0.313 acre Flow Length = 101 ft Slope = 2.28% Q10 = 1.19 cfs Q100 = 1.65 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 300 to Node 301 Area = 0.016 acre Flow Length = 33 ft Slope = 1.82% Q10 = 0.06 cfs Q100 = 0.08 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 400 to Node 401 Area = 0.009 acre Flow Length = 32 ft Slope = 2.16% Q10 = 0.04 cfs Q100 = 0.05 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. Node 500 to Node 501 Area = 0.009 acre Flow Length = 30 ft Slope = 2.40% Q10 = 0.04 cfs Q100 = 0.05 cfs I = 4.743 in/hr I = 6.587 in/hr Tc = 5.00 min. Tc = 5.00 min. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 10 - 2.3 TOTAL SITE RUNOFF DISCHARGE PRE-DEVELOPMENT Q10 = 1.84 + 0.86 + 1.29 + 0.18 + 0.04 + 0.04 = 4.25 cfs Q100 = 2.56 + 1.20 + 1.79 + 0.25 + 0.05 + 0.05 = 5.90 cfs POST-DEVELOPMENT Q10 = 2.13 + 1.19 + 0.06 + 0.04 + 0.04 = 3.46 cfs Q100 = 3.03 + 1.65 + 0.08 + 0.05 + 0.05 = 4.86 cfs Q10 (PROPOSED) – Q10 (EXISTING) = 3.46 – 4.25 = -0.79 cfs (18.6% decrease) Q100 (PROPOSED) – Q100 (EXISTING) = 4.86– 5.90 = -1.04 cfs (17.6% decrease) Total proposed condition site discharge (Q10=4.86 cfs, Q100=4.86 cfs) is less than existing condition discharge (Q10=4.25 cfs, Q100=5.90 cfs). Also, as stated above in Section 1.3, proposed condition discharge (Q100=0.10 cfs) to existing 18” onsite storm drain is less than existing condition discharge (Q100=1.89 cfs), and proposed condition surface flow from southwest entry driveway (Q100=0.08 cfs) is less than existing condition flow (0.25 cfs). Therefore, proposed site improvements will not impose negative drainage impact on existing downstream drainage facilities. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 11 - 2.4 VICINITY MAP LEGOLAND R E S O R T ---~BM NO. CLSB-IJB cJ\F1 1 AIRPORT ROAD VICINITY MAP NOT TO SCALE CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 12 - 2.5 SOIL MAP t t-++-+-+-t--++ t +--f-f--+-j~-+ t County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups LJ GroupA -GroupB c::::J Groupe c::::J GroupD c::::J Undetermined LJ Data Unavailable ~ SanGIS We Ha.h! ~.m l)ic~o C:o~cn.<l! 11!1!1 r.w>IS PMO\llOEO WTTttOu'T WA~l'Y Of ~v 1<1~. r~tl!R O(Pttf:51 4 OA I CD,IIIC~UO ,&l.l'l'NOr~1,,11coTO,tHOIWitJ.0WAN«N'I Of'IJ(~Ar,'1' NN¥:JnftjCSSrORAr>A wl.UAP\JRfi'OSC. Cooyllf'II 4IHIDNJ~•.......i. TllliillfOd...:b,...~ooni.t,nb.,,MicnlromhSAIIIOAOA"II' t-..i.aCl'l~""'1Wl!CIIM'.llb6..,-~-.rN ""'""''""1r1•-dilAHOAO, fllll,llffldu(l,lllly~Wl!ffllllm'1'Jlf'kllNt1-~tuo:-.:l,.,tll po,<MU-17'""'°b)'tl,omM8n!llw'IMlcl1, s 3 o 3 Miles i-- CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 13 - 2.6 WATERSHED MAP CARLSBADCARLSBAD DELDELMARMAR ENCINITASENCINITAS ESCONDIDOESCONDIDO OCEANSIDEOCEANSIDE POWAYPOWAY S.D. COUNTYS.D. COUNTY S.D.S.D.COUNTYCOUNTY S.D. COUNTYS.D. COUNTY S.D. COUNTYS.D. COUNTY SAN DIEGOSAN DIEGO SAN MARCOSSAN MARCOS VISTAVISTA S a n t a M a r g arita River S an Marcos C r e ek E s c o n d idoCr e e k E s c o n d i d o C r e e k Rat t l esnakeCree k Agua He d i o n d a Creek S a n Lui s Re yRive r B u e na Vista Cr e e k Lusardi Creek Enci n i t a s C reek S a n t a Y s a b e l C r eek S a nDiegu i t o Rive r S an Dieguito R i ver Receiving Waters and Conveyance Systems Exemptfrom Hydromodification Management Requirements Exhibit Date: Sept. 8, 2014Revised Date: Sept. 6, 2018 Aerial Imagery Source: DigitalGlobe, 06/2012 NORTH Key Map (Not to Scale) Legend Municipal Boundaries Water Storage Reservoirs, Lakes,Enclosed Embayments, PacificOcean, Buena Vista Lagoon Reaches of San Luis Rey River, SanDieguito River, San Diego River,Forester Creek, Sweetwater River,Otay River 0 5 102.5 Miles Watershed Boundaries Regional WMAA Streams Exempt River Reaches: Existing underground storm drains orconveyance channels whose bedand bank are concrete-lined,discharging directly to exempt waterbodies, exempt rivers, or localizedareas of Agua Hedionda Lagoon andBatiquitos Lagoon Exempt Conveyance Systems: Exempt Bodies: Carlsbad Watershed Management AreaHU 904.00, 211 mi2 $,Vii.I ANA 1,101/NTAiNS MLnli oata Geosyntec l> consultants I Cahu.ll11 Reaeivatc,n $.Oi7A JWSA MCIJ1(T,1(}/fj s.rta~ooa-S&n Jac,fflD Mau...aln!. Nat10n~ Mofll/mool ;y. An:r.Q.f,-ga _peaert Stall9 Pak ~ I " ( 1' RICK ENGINEERING COMPANY :. • J' r ~ f ' ~ >-. ? CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 14 - 3.0 HYDROLOGY ANALYSIS (AES SOFTWARE) • 10 Yr Pre-Development • 100 Yr Pre-Development • 10 Yr Post-Development • 100 Yr Post Development **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1537 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * CHICK-FIL-A #4306 * * PRE-DEVELOPMENT 10-YEAR * * * ************************************************************************** FILE NAME: X:\AES\18050\XlO.DAT TIME/DATE OF STUDY: 14:31 07/13/2023 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 251.00 UPSTREAM ELEVATION(FEET) = 55.47 DOWNSTREAM ELEVATION(FEET) = 52.55 ELEVATION DIFFERENCE(FEET) = 2.92 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.058 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 62.45 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 54.83 DOWNSTREAM ELEVATION(FEET) = 53.00 ELEVATION DIFFERENCE(FEET) = 1.83 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.715 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 74.84 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00 UPSTREAM ELEVATION(FEET) = 56.03 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 2.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 58.35 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 54.75 DOWNSTREAM ELEVATION(FEET) = 53.25 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.817 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 69.73 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 54.25 DOWNSTREAM ELEVATION(FEET) = 53.56 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.365 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 542.00 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 488.52 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.373 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.0 TC(MIN.) = 1.37 PEAK FLOW RATE(CFS) = 0.04 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1537 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * CHICK-FIL-A #4306 * * PRE-DEVELOPMENT 100-YEAR * * * ************************************************************************** FILE NAME: X:\AES\18050\XlO0.DAT TIME/DATE OF STUDY: 14:29 07/13/2023 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 251.00 UPSTREAM ELEVATION(FEET) = 55.47 DOWNSTREAM ELEVATION(FEET) = 52.55 ELEVATION DIFFERENCE(FEET) = 2.92 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.058 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 62.45 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 2.56 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 54.83 DOWNSTREAM ELEVATION(FEET) = 53.00 ELEVATION DIFFERENCE(FEET) = 1.83 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.715 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 74.84 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00 UPSTREAM ELEVATION(FEET) = 56.03 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 2.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 58.35 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1. 79 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.79 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 91.00 UPSTREAM ELEVATION(FEET) = 54.75 DOWNSTREAM ELEVATION(FEET) = 53.25 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.817 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 69.73 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 54.25 DOWNSTREAM ELEVATION(FEET) = 53.56 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.365 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 54.20 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 0.72 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.209 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.0 TC(MIN.) = 2.21 PEAK FLOW RATE(CFS) = 0.05 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1537 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * CHICK-FIL-A #4306 * * POST-DEVELOPMENT 10-YEAR * * * ************************************************************************** FILE NAME: X:\AES\18050\PlO.DAT TIME/DATE OF STUDY: 13:58 07/13/2023 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 55.63 DOWNSTREAM ELEVATION(FEET) = 54.67 ELEVATION DIFFERENCE(FEET) = 0.96 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.276 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 91 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 54.67 DOWNSTREAM NODE ELEVATION(FEET) = 53.47 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.71 AVERAGE FLOW DEPTH(FEET) = 0.15 FLOOD WIDTH(FEET) = 5.51 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 4.90 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.85 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.10 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.18 FLOOD WIDTH(FEET) = 8.39 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC) = 0.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.15 TC(MIN.) = 4.90 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION# 1 USED)««< UPSTREAM ELEVATION(FEET) = 53.47 DOWNSTREAM ELEVATION(FEET) = 52.15 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 7.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.566 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.12 FLOW VELOCITY(FEET/SEC.) = 1.56 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.566 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.86 TC(MIN.) = 7.78 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE= 91 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 52.15 DOWNSTREAM NODE ELEVATION(FEET) = 52.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 29.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.448 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.16 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 17.32 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.20 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.33 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) = 17.76 FLOW VELOCITY(FEET/SEC.) = 1.17 DEPTH*VELOCITY(FT*FT/SEC) = 0.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 513.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 101.00 UPSTREAM ELEVATION(FEET) = 55.60 DOWNSTREAM ELEVATION(FEET) = 53.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.541 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 80.74 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 33.00 UPSTREAM ELEVATION(FEET) = 53.85 DOWNSTREAM ELEVATION(FEET) = 53.25 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.542 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 54.25 DOWNSTREAM ELEVATION(FEET) = 53.56 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.365 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 54.20 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 0.72 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.209 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.0 TC(MIN.) = 2.21 PEAK FLOW RATE(CFS) = 0.04 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1537 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * CHICK-FIL-A #4306 * * POST-DEVELOPMENT 100-YEAR * * * ************************************************************************** FILE NAME: X:\AES\18050\PlO0.DAT TIME/DATE OF STUDY: 13:53 07/13/2023 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 55.63 DOWNSTREAM ELEVATION(FEET) = 54.67 ELEVATION DIFFERENCE(FEET) = 0.96 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.276 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 91 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 54.67 DOWNSTREAM NODE ELEVATION(FEET) = 53.47 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.94 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.17 FLOOD WIDTH(FEET) = 7.39 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 4.80 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 1.19 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.53 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 10.55 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC) = 0.38 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8000 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.60 TC(MIN.) = 4.80 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION# 1 USED)««< UPSTREAM ELEVATION(FEET) = 53.47 DOWNSTREAM ELEVATION(FEET) = 52.15 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 7.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.082 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.082 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8000 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.65 TC(MIN.) = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE= 91 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 52.15 DOWNSTREAM NODE ELEVATION(FEET) = 52.09 CHANNEL LENGTH THRU SUBAREA(FEET) = 29.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.917 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.23 AVERAGE FLOW DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 20.49 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.87 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.47 AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.03 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 20.93 FLOW VELOCITY(FEET/SEC.) = 1.25 DEPTH*VELOCITY(FT*FT/SEC) = 0.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 513.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 101.00 UPSTREAM ELEVATION(FEET) = 55.60 DOWNSTREAM ELEVATION(FEET) = 53.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.541 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 80.74 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 33.00 UPSTREAM ELEVATION(FEET) = 53.85 DOWNSTREAM ELEVATION(FEET) = 53.25 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.542 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 54.25 DOWNSTREAM ELEVATION(FEET) = 53.56 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.365 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE= 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 UPSTREAM ELEVATION(FEET) = 54.20 DOWNSTREAM ELEVATION(FEET) = 53.48 ELEVATION DIFFERENCE(FEET) = 0.72 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.209 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.0 TC(MIN.) = 2.21 PEAK FLOW RATE(CFS) = 0.05 END OF RATIONAL METHOD ANALYSIS CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 15 - 4.0 HYDRAULIC ANALYSIS • Storm Drain Profiles • S.D. Line A (From Avenida Encinas Curb Inlet to Storage Vault) • S.D. Line B (From Storage Vault to Northerly DMA-1 Basin) • S.D. Line C (From Storage Vault to Southerly DMA-2 Basin) p - 54 52 50 48 46 44 INTERSTATE ..... * EX. CATCH BASIN EX. 3" GAS I STA. 1 O+ 18. 19 * POTHOLE & RELOCATE I AS NECESSARY AVENIDA ENCINAS R/W / / I , I / • I / I!._ -F EX. SURFACE OVER C/L STORM DRAIN PROP. SURFACE OVER C/L STORM DRAIN I 100-YEAR EX. ELECTRICAL ---,-0-0-YEAR)7 W Sc STA. 10+17.92 I-;, ·, ·"· * POTHOLE & RELOCATE I I H.G.L. DETENTION VAULT AS NECESSARY 11_1_1__ SEE 0~ GRADING,___ \ ! !:::~S~==0=.0=0=50==~=~f l~~=-=-=-=-=.:.__ --+-------11---+~~--+-tl· c2·1._l HI G~NE5S--/--+----'..----II------+---- « ~ ....J OWZ> in a..< a a..-z I a.. . -0-:::::E O a..-, e::::r--. WO O ,,,_ W~ ~0 + ZW«> n...N z ';> O (.!)>cx:i o . ;;:oz -w~~ tl)O ct:Z;=.., . '°u z c -< ..... ◄ R (.01-Z coci ca:: • V1 --~ z <( 00 (!) > :::::E.... w 00 WW> ,-.. "->Z -"'-,-.. "-::::, .,, cU~ + 0 Zoo:i -wz..,. ~ w "' .c <o-m ~ ~ "':;;t CONST. 44.56' -~"-18" RCP (D-1500) <O W> "' "-z .f o::-.... .,, +coo ozao -w..,. ~ V, u ~~ WITH WATERTIGHT JOINTS ---+-----1-----,{3-,.:'---l--"-'-'-'---'-'-"""'-'-'-'-'-"----'---------+----+-----pRIVATELY MAINTAINED HYDRAULIC DATA 0100=4.70 CFS V100=2.88 FPS * CONTRACTOR TO VERIFY LOCATION, DEPTIH, MA TIERIAL, SIZE~AND CONDITION OF EXISTING UTILITIES. REPORT FINDINGS iTO TRUXAW & ASSOCIA TIES RRIOR TO CONSTRUCTION. 10+00 10+40 LINE A PROFILE SCALE: 1"=20' (HORIZONTAL) 1"=2' (VERTICAL) 10+80 54 52 50 48 46 44 D: RA~NG FILES TITLE SHEETS IMPROVEMENT TITLE SHEET.DWC REvlSED: 2 23 17 ROUTE NO. J-5 -· ... -. . . .. •, . . •, .. · .. /-Ii -- .. :C . -· ; I r I I I I ,... _ fs I ,,r; I I I ~ I I " 20 1 0 0 20 40 60 ~I -~t----1~_1--1 SCALE: 1 • ~20' 54 CATCH BASIN 51.98 GR EX. SURFACE OVER ---+··~· .... f-. -~-L STORM 7 PROP. SURFACE OVER C/L STORM DRAIN ~ 52 -----+---r>+-/-t----+----,-,10~0~-Y~E~AR:;1-----t-----+- --~ BIOFILTRATION BASIN 50 51.48 FS f-----.L_r--. ~ \ 100-YEAR __ W.S.E. DETENTION VAULT t1:::::!S:::=0~-~007,!k0J-.....t./:.._:S:.,:E,:_E ONSITE GRADING 48 -----+-------=o+w...,..,..> ___ oo➔rw->----,-------i-----+- o a..z 00 a...z 46 da..-dC:::- 0+ zg:: N I"') -+, 0 00 o c,(0 d Z • -w~ ..---w~ ,m ;::!: "' ~ COt-lST.-20,88'-12~PVG SDR-35 "'! WITH °fWATERTIGHT JblNTS '". ~-~P-Rl~VA_T_E-LY_M_A-IN-T-AI-N-ED-- HYDRAULIC DATA -f--- t 0100=3.03 CFS 44 ----+----+----+--~V~1=00T-=3=.9=5---,F~P=S---;----t- 10+00 . 54 ----J PROP. SURFACE OVER C/L STORM DRAIN 52 ------100-YEAR I/ 50 W.S.E. L DETENTION VAULT SEE ONSITE GRADING 48 0 W> 0 "-Z 0 o::- 0 "' + zoo 46 0 (!) co -w...-m .;_ .... -!a 10+00 10+40 LINE 8 PROFILE SCALE: 1"=20' (HORIZONTAL) 1"=2' (VERTICAL) . . EX. SURFACE OVER I C/L STORM DRAIN -------t -------1 \ CATCH BASIN I 52.30 GR ... BIQFILTRATION BASIN / 51.84 FS - -----.• -'-- r-.. I 100-YEAR H.G.L. [,, nP, !;; !z.~ .;· C -"--+ 0 0 w • --'"' ~ (!) .... ;::!: z < "' . "' .... - .W.>, N "-z "' o::-"' Cl~ + 0 z, La.Ii - ~ "' CONST. 35.2-7;...._12" ~VC-SD1R=35 - WITH WATERTIGHT JOINTS PRIVATELY MAINTAINED HYDRAULIC DATA 0100=1.~5 CFS I V100=2. J7 FPS 10+40 LINE C PROFILE SCALE: 1"=20' (HORIZONTAL) 1"=2' (VERTICAL) I 54 52 50 48 46 44 54 52 50 48 46 PLAN PREPARED BY: JOSEPH C. TRUXAW AND ASSOCIATES, INC, Civil Enginee'l's d: La.nd Surveyors 1915 W. ORANGEWOOD AVENUE, SUITE 101 ORANGE, CA 92868 PHONE: (714) 935-0265 TRUXAW.COM I SHEET I CITY OF CARLSBAD I SHEETS I 1----,---+----------------t-----t---t-----ii-----1 14 ENGINEERING DEPARTMENT 14 1---~---11-------------------t----t---i---i--, GRADING PLANS FOR: CHICK-FIL-A #4306 GR2022-0026 STORM DRAIN PROFILES APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9 30 24 DATE 1 DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DA TE INITIAL DATE INITIAL O1HER APPROVAL CITY APPROVAL OWN BY: SGC PROJECT NO. DRAWING NO. CHKD BY: RJD RVWD BY: AMEND2019-0004 53B-3A "' DATE: 5/3/2023 TIME: 13:59 F0515P WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lO) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 F0515P WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - CHICK-FIL-A NO. 4306 HEADING LINE NO 2 IS - S.D. LINE A HEADING LINE NO 3 IS - "' PAGE NO 3 18" PIPE FROM VAULT TO EX. CURB INLET IN AVENIDA ENCINAS "' F O 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.00 48.61 18 ELEMENT NO 2 IS A REACH * * * W S ELEV 50.11 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1037.78 48.80 18 0.013 22.50 96.00 0.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1044.56 48.83 18 0.011 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1044.56 48.83 18 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV +DC"' LICENSEE: AUTHORIZED USER ONLY F0515P PAGE 1 WATER SURFACE PROFILE LISTING CHICK-FIL-A NO. 4306 S.D. LINE A 18" PIPE FROM VAULT TO EX. CURB INLET IN AVENIDA ENCINAS STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1000.00 48.61 1.500 50.110 37.78 0.00503 1037.78 48.80 1.574 50.174 6.78 0.00442 1044.56 48.83 1.550 50.180 CHICK-FIL-A NO. 4306 S.D. LINE A 4.7 2.66 0.110 50.220 0.00 0.833 .001694 0.07 0.860 4.7 2.77 0.119 50.293 0.00 0.833 .000885 0.01 0.790 4.7 2.79 0.121 50.501 0.00 0.833 18" PIPE FROM VAULT TO EX. CURB INLET IN AVENIDA ENCINAS 1000.00 .I 1001.09 1002.19 .I C C X E X E R R 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 1003.28 1004.37 1005.46 1006.56 1007.65 1008.74 1009.84 1010.93 1012.02 1013.11 1014.21 1015.30 1016.39 1017.49 1018.58 1019.67 1020.76 1021.86 1022.95 1024.04 1025.14 1026.23 1027.32 1028.41 1029.51 1030.60 1031.69 1032.79 1033.88 1034.97 1036.06 1037.16 1038.25 1039.34 1040.44 1041.53 1042.62 1043.71 1044.81 1045.90 1046.99 1048.09 1049.18 1050.27 1051.36 1052.46 1053.55 C C W X . R W EH . R C W E H. R 48.81 48.99 49.16 49.34 49.52 49.69 49.87 50.05 50.23 50.40 50.58 NOTES 1. GLOSSARY I= INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY"' "' DATE: 5/3/2023 TIME: 14:55 F0515P WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lO) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 12 4 1.00 F0515P WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - CHICK-FIL-A #4306 HEADING LINE NO 2 IS - S.D. LINE B HEADING LINE NO 3 IS - "' PAGE NO 3 12" PIPE FROM NORTHERLY BIOFILTRATION BASIN TO VAULT "' F O 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.00 48.83 12 ELEMENT NO 2 IS A REACH * * * W S ELEV 50.81 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.88 48.98 12 0.011 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1020.88 48.98 12 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV +DC"' LICENSEE: AUTHORIZED USER ONLY F0515P PAGE 1 WATER SURFACE PROFILE LISTING CHICK-FIL-A #4306 S.D. LINE B 12" PIPE FROM NORTHERLY BIOFILTRATION BASIN TO VAULT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1000.00 48.83 1.980 50.810 3.0 3.95 0.242 51.052 0.00 0.755 20.88 0.00718 .005420 0.24 0.700 1020.88 48.98 1.960 50.940 3.0 3.95 0.242 51.182 0.00 0.755 CHICK-FIL-A #4306 S.D. LINE B 12" PIPE FROM NORTHERLY BIOFILTRATION BASIN TO VAULT 1000.00 .I 1001.78 1003.55 1005.33 1007.11 1008.88 1010.66 1012.44 1014.21 1015.99 1017.77 C H w E . R 1.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0 0.00 1019.54 1021.32 1023.10 1024.87 1026.65 1028.43 1030.20 1031.98 1033.76 1035.53 1037.31 1039.09 1040.86 1042.64 1044.42 1046.20 1047.97 1049.75 1051.53 1053.30 1055.08 1056.86 1058.63 1060.41 1062.19 1063.96 1065.74 1067.52 1069.29 1071.07 1072.85 1074.62 1076.40 1078.18 1079.95 1081.73 1083.51 1085.28 1087.06 49.08 49.36 NOTES 1. GLOSSARY I= INVERT ELEVATION C = CRITICAL DEPTH 49.63 W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT C H w C H 49.91 50.18 50.46 50.73 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY"' E R w E. R 51.01 51.28 51.56 51.83 "' DATE: 5/3/2023 TIME: 15:18 F0515P WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lO) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 12 4 1.00 F0515P WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - CHICK-FIL-A #4306 HEADING LINE NO 2 IS - S.D. LINE C HEADING LINE NO 3 IS - "' PAGE NO 3 12" PIPE FROM SOUTHERLY BIOFILTRATION BASIN TO VAULT "' F O 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.00 48.83 12 ELEMENT NO 2 IS A REACH * * * W S ELEV 50.81 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.87 49.01 12 0.011 0.00 0.00 45.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.27 49.30 12 0.011 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1035.27 49.30 12 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV +DC"' LICENSEE: AUTHORIZED USER ONLY F0515P PAGE 1 WATER SURFACE PROFILE LISTING CHICK-FIL-A #4306 S.D. LINE C 12" PIPE FROM SOUTHERLY BIOFILTRATION BASIN TO VAULT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1000.00 48.83 1.980 50.810 1.7 2.17 0.073 50.883 0.00 0.554 13.87 0.01298 .010887 0.09 0.540 1013.87 49.01 1.951 50.961 1.7 2.17 0.073 51.034 0.00 0.554 21.40 0.01355 .013551 0.03 0.540 1035.27 49.30 1.889 51.189 1.7 2.17 0.073 51.262 0.00 0.554 CHICK-FIL-A #4306 S.D. LINE C 12" PIPE FROM SOUTHERLY BIOFILTRATION BASIN TO VAULT 1000.00 .I 1001.57 1003.14 C H WE . R 1.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0 0.004' 1004.71 1006.28 1007.85 1009.42 1010.99 1012.56 1014.13 1015.70 1017.27 1018.84 1020.41 1021.98 1023.55 1025.12 1026.69 1028.26 1029.83 1031.40 1032.97 1034.54 1036.11 1037.68 1039.24 1040.81 1042.38 1043.95 1045.52 1047.09 1048.66 1050.23 1051.80 1053.37 1054.94 1056.51 1058.08 1059.65 1061.22 1062.79 1064.36 1065.93 1067.50 1069.07 1070.64 1072.21 1073.78 1075.35 1076.92 C C H WE. R H WE. R 49.08 49.30 49.52 49.74 49.96 50.18 50.41 50.63 50.85 51.07 51.29 NOTES 1. GLOSSARY I= INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY"' CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 16 - 4.1 GRATE INLET ANALYSIS Al inlets are analyzed under the 100-year storm conditions 36” X 36” GRATE INLET – BASIN #1 Orifice Equation 𝑄𝑄100 =𝐶𝐶∗ 𝐴𝐴∗�2 ∗𝑔𝑔∗ℎ Grate Area (A) = 3’ * 3’ = 9 ft2 Area of opening = 50% Assume clogging = 50% A= 9 * 0.50 * 0.50 = 2.25 ft2 Orifice Coefficient (C) = 0.67 Q100 = 3.05 cfs 3.03 =0.67 ∗2.25 ∗ √2 ∗32.2 ∗ℎ h = 0.063’ = 0.75” 36”X36” GRATE INLET – BASIN #2 Orifice Equation 𝑄𝑄100 =𝐶𝐶∗ 𝐴𝐴∗�2 ∗𝑔𝑔∗ℎ Grate Area (A) = 3’ * 3’ = 9 ft2 Area of opening = 50% Assume clogging = 50% A= 9 * 0.50 * 0.50 = 2.25 ft2 Orifice Coefficient (C) = 0.67 Q100 = 1.65 cfs 1.65 =0.67 ∗ 2.25 ∗ √2 ∗32.2 ∗ℎ h = 0.019’ = 0.22” 15” DIAMETER INLET – UNDERGROUND DETENTION CHAMBER (STORMCAPTURE) Weir Equation: 4.68 = 3.0 * 4.71 * (𝐻𝐻)1.5  H = 0.479’ = 5.74” Weir Equation 𝑄𝑄100 =𝐶𝐶𝑤𝑤𝐿𝐿𝑤𝑤(𝐻𝐻)1.5 Weir Coefficient (C) = 3.0 Q100 = 3.05 cfs 3.03 = 3.0 * (3.0 * 4) * (𝐻𝐻)1.5 h = 0.192’ = 2.30” Use higher “h” from Weir Equation Weir Equation 𝑄𝑄100 =𝐶𝐶𝑤𝑤𝐿𝐿𝑤𝑤(𝐻𝐻)1.5 Weir Coefficient (C) = 3.0 Q100 = 1.65 cfs 1.65 = 3.0 * (3.0 * 4) * (𝐻𝐻)1.5 h = 0.128’ = 1.54” Use higher “h” from Weir Equation CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 17 - 4.2 GUTTER CAPACITY CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Chick-Fil-A #4306 V-Gutter Node 102 User-defined Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) (Sta, El, n)-(Sta, El, n) ... = 53.54 = 1.50 = 0.015 Known Q = 1.60 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) ( 0.00, 53.74)-(5.00, 53.64, 0.015)-(7.00, 53.54, 0.015)-(9.00, 53.64, 0.015)-(14.00, 53.74, 0.015) Elev (ft) 54.00 53.75 53.50 53.25 53.00 -2 0 Section 53.72 -v =------~ -- ~ ~ ....... 2 4 6 Sta (ft) WSE ~ ~ -------- 53.5-' INV 8 10 12 Friday, Jul 14 2023 = 0.18 = 1.600 = 0.84 = 1.90 = 12.01 = 0.20 = 12.00 = 0.24 { 53.7~ T 14 16 Depth (ft) 0.46 OP 0.21 -0.04 -0.29 -0.54 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. <Name> User-defined Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) (Sta, El, n)-(Sta, El, n) ... = 52.09 = 0.50 = 0.015 Known Q = 3.03 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) ( 0.00, 52.51)-(8.00, 52.19, 0.015)-(10.00, 52.09, 0.015)-(12.00, 52.19, 0.015)-(20.00, 52.41, 0.015) Elev (ft) 53.00 52.75 52.50 52.25 52.00 51 .75 - - - - -- " -~ -- -- - - - - " ..... -"' - - Section --- - - 52.41 TOP - 52.3E WSE - V -~ ~ ~ ~ ~ - ,...52.m INV --- - - Friday, Jul 14 2023 - = 0.27 = 3.030 = 1.77 = 1.72 = 14.44 = 0.26 = 14.43 = 0.32 - ~ - -- -- Depth (ft) 0.91 0.66 0.41 0.16 -0.09 -0.34 -2 0 2 4 6 8 10 12 14 16 18 20 22 Sta (ft) CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 18 - 4.3 INTENSITY-DURATION DESIGN FORM • 10-year • 100-year 10.0 9.0 8.0 7.0 i ~ Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~0.9 'ciin R :;; :§ 0.7 0.6 0.5 0.4 0.3 0.2 0.1 1' , .... ..... ~ .... 1' r--. ......... _, I'-... ' ' .... ..... ..... ' .. .. ~ t-J 1"--i,... ......... .... ' ...... ~ ~ .. ~ J 'r--. ,, ....... .... .. , ~ '~~ ' .. f' .... .... .... r-..., I'-..._ 'i-.. .. ~ .... ~ ~ ~ ,...., ... ~ ~ ', ~ .. i.... ........ ~~ ...... .. ..... ~ T' .... '~~ r-..., ,, 1-...., ~ ' .. ~~ ......... 1-...., I .... ~~ .. ~~ I I 5 6 7 8 9 10 15 20 30 Minutes ' 40 50 Duration 1111111111 Ill Ill 1111111111 Ill Ill 1111111111 Ill Ill EQUATION I = 7.44 P5 D-0.645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) D = Duration (min) I .... J ........ .... ' ,,I .1 .... .... ' 1,~ .. .. ' I .... < ~ .. .. ' ~ ~ .. ........ .... , ~~ ' .... ' ..... ~ .... , .. ~ .. ' 1, ........ ...... 3 4 Hours I ' 5 6 9' ::i: 0 ~ l 6.0 -g: 5.5 g- 5.0 ::, 4.5 5' " 4.0 ffi 3.5 2- 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart. 10-Year 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 Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so 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-duration curve for the location being analyzed. Application Fonn: (a) Selected frequency ~ year (b) P6 = ~in , p24 = ~ ,;6 = 0.6 %(2) 24 (c) Adjusted P6<2l = --1.:!_ in . (d) tx = __ min . (e) I = __ in.lhr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 2 I 2.s 3 3.5 ~is 5 5.5 6 DuraUon I I I I I I I I I 5 2.63 3.95 5.27lli"_i59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12-3.18 4.24 5.30 6.36 7.42 _e.◄e 9.54_ 10.60 11.66 12.72 ~ --10 1.68 2.53 3.37 4.2_1_ 5.05 5.90 ~:;: t ~::!-8.42 ~:~;-t1 ~,181 15 1.30 1.95 2.59 3.24 3.89 4.54 6.49 20 1.08 1.62 2.15 2.69 3.23 3.77 4.3H ±4.85 5.39 5.93 6.46 25 0.93 1.40 1.·~7 2.33 2.80 3.27 3. 73 4.20 +~~ 5.13 5.60 30 0.83 1.24 1.66 2.07 T49 2.90 3.32 3.73 4.56--US 40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 _3.7_!1_~ 50 0.60 0.90 1.19 1.49 1.79~2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 O.:l4 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 0.29-0.44 0.59 0.73 0.88 1.03 _1.1e 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78-0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 _1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 ~60 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 F IGUR E ~ 10.0 9.0 8.0 7.0 i ~ Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~0.9 'ciin R :;; :§ 0.7 0.6 0.5 0.4 0.3 0.2 0.1 1' , .... ..... ~ .... 1' r--. ......... _, I'-... ' ' .... ..... ..... ' .. .. ~ t-J 1"--i,... ......... .... ' ...... ~ ~ .. ~ J 'r--. ,, ....... .... .. , ~ '~~ ' .. f' .... .... .... r-..., I'-..._ 'i-.. .. ~ .... ~ ~ ~ ,...., ... ~ ~ ', ~ .. i.... ........ ~~ ...... .. ..... ~ T' .... '~~ r-..., ,, 1-...., ~ ' .. ~~ ......... ' 1-...., I .... ~~ .. ~~ I I 5 6 7 8 9 10 15 20 30 40 50 Minutes Duration 1111111111 Ill Ill 1111111111 Ill Ill 1111111111 Ill Ill EQUATION I = 7.44 P5 D-0.645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) D = Duration (min) I .... J ........ .... ' ,,I .1 .... .... ' 1,~ .. .. ' I .... < ~ .. .. ' ~ ~ .. ........ .... , ~~ ' .... ' ..... ~ .... , .. ~ .. ' 1, ........ ...... 3 4 Hours I ' 5 6 9' ::i: 0 ~ l 6.0 -g: 5.5 g- 5.0 ::, 4.5 5' " 4.0 ffi 3.5 2- 3.0 2.5 2.0 1.5 1.0 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 Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so 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-duration curve for the location being analyzed. Application Fonn: (a) Selected frequency 100 year (b) P6 = ~in , p24 = ____!_§_ ,;6 = 0.56 %(2) 24 (c) Adjusted P6<2l = ~ in . (d) tx = __ min . (e) I = __ in.lhr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 2 I 2.s 3 3.5 ~is 5 5.5 6 DuraUon I I I I I I I I I 5 2.63 3.95 5.27lli"_i59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12-3.18 4.24 5.30 6.36 7.42 _e.◄e 9.54_ 10.60 11.66 12.72 ~ --10 1.68 2.53 3.37 4.2_1_ 5.05 5.90 ~:;: t ~::!-8.42 ~:~;-t1 ~,181 15 1.30 1.95 2.59 3.24 3.89 4.54 6.49 20 1.08 1.62 2.15 2.69 3.23 3.77 4.3H ±4.85 5.39 5.93 6.46 25 0.93 1.40 1.·~7 2.33 2.80 3.27 3. 73 4.20 +~~ 5.13 5.60 30 0.83 1.24 1.66 2.07 T49 2.90 3.32 3.73 4.56--US 40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 _3.7_!1_~ 50 0.60 0.90 1.19 1.49 1.79~2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 O.:l4 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 0.29-0.44 0.59 0.73 0.88 1.03 _1.1e 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78-0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 _1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 ~60 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 F IGUR E Intensity-Duration Design Chart. 100-Year ~ CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 19 - 5.0 ATTACHMENTS ➔ San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements Count Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space O* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/ A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 General Industrial 95 0.87 0.87 3 6 of26 + C D 0.30 0.35 0.36 0.41 0.42 0.46 0.45 0.49 0.48 0.52 0.54 0.57 0.57 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0.78 0.79 0.81 l]EI 0.84 0.85 0.84 0.85 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the rnnoff coefficient as described in Section 3.1.2 (repre,senting the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/ A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 20 - 5.1 10-YEAR ISOPLUVIAL MAP • 6-Hour • 24-Hour I I I ~ ~ I b J_ cl, b ,h ~ ~ 0 '$ "' ,... ~ ~ ~ 1D <D ,-1--rn t-1-t-t-t-,- t-1-t-t-t-,- MPEI l!>L-!~ ·.'\; ~ ,:•~ '/ .. ,..._ ' Ir r, I I 'I It:: " ' ,~ -'S2• l0H"-r-t-i--:-t-1 n --rn 1-H:--t-tt---t-t-t-+-+--t-'-t-1 -'-i--t-+-;--H1H-+-++-+-++-!-+-4-+-,--,-+---c---'-'H-+-:--t-++-,-+-t-+-H++--'----t-H-+---+-t-++-+-+-tt-H+-rl---t-H--t-;-i--t-+-t I ;P I~ I I I lr-t--++-t--++-+-+-+-+-+1-+-++-:;:=-' +-i-+-+-i-t-+-il-++-l-++-hl~aa-tl-++-i-++-11-++-I-+-+-+ I 1 ·1 I I IJ_..._ I I I I :-l,. I b I I I t-i-t-~ 0 I I I I '$ I I I ~ I I 1 ~ I I ~I I ~ I T I ' I I -, I I 33 30' ,-,- 2m · ,- County of San Diego Hydrology Manual Rainfall Jsopluvials IO Year Rainfall Event -6 Hours I lsopluvial (inches) I THIS IMPIS PROl/1DED W 11T WARIVIKTYOF AN1 KIND. EITHER EXPftESS 00 It ED.ltK:WOl'JG, 8UTNOT llt,fTEO TO. THE t,1PLIW WAAAAt,,"la Of' W£RCHANT.-.ot.m NfO nrncss roRA PAATl:::l.l.NI. P\JR?OSC. Cop,,ns,t • A1A11t4f{~ Thilllf0duc1&m11vconblintnbmllli0nf"""'thaSANO,f,,GReg,tno1 \ E wril!an':!',.,.~,,,~~~119rljfln)(l._,~11>$ s TPl!spn:,dud~Ollfll.tn~,otlidlh;l;b<illit'1~uw:1•••111> po,nSHK',~byTh:rnas8mt.-lM11>s, 3 0 3 Miles ~ County of San Diego Hydrology Manual Rainfall lsopluvials IO Year Rainfall Event. 24 Hours lsopluvial (inches) CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 21 - 5.2 100-YEAR ISOPLUVIAL MAP • 6-Hour • 24-Hour I I I I J I L J <"l 0 ii) 1--' 0 ::r I" 1--~ ~ r ~ - ~ ~ :, .:., IMPE IA ,EE! 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I I ~ I ~ 1.o I I T I 'T 'i I --'-1 I I I I I I I I J I ,l I V' "' <;, <;, I 1-I ~~-++ --f-f-~ ~~ - f-f---- ' I .... = 32 30 ,-.... I I I I I I County of San Diego Hydrology Manual 100 Year Rainfall Event -24 Hours I lsopluvial (inches) I THIS IMPIS PROl/1DED W 11T WARIVIKTYOF AN1 KIND. EITHER EXPftESS 00 It ED.ltK:WOl'JG, 8UTNOT llt,fTEO TO. THE t,1PLIW WAAAAt,,"la Of' W£RCHANT.-.ot.m NfO nrncss roRA PAATl:::l.l.NI. P\JR?OSC. Cop,,ns,t • A1A11t4f{~ Thilllf0duc1&m11vconblintnbmllli0nf"""'thaSANO,f,,GReg,tno1 \ E wril!an':!',.,.~,,,~~~119rljfln)(l._,~11>$ s TPl!spn:,dud~Ollfll.tn~,otlidlh;l;b<illit'1~uw:1•••111> po,nSHK',~byTh:rnas8mt.-lM11>s, 3 0 3 Miles ~ CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 22 - 5.3 PREDEVELOPMENT HYDROLOGY PLAN II) "' (52.73) FS- OMA NO. 1 2 3 4 5 6 10 I ff. (55.8) FG ------......__ ......__ ......__ ......__ ....._____ '---. '---. GRAPHIC SCALE 20 40 "' I I ___ I ( IN FEET ) 1 inch -20 ft. '---. "--- '----- (51.80) RIM '-..._->-'!~ (48.89) INV ~ '-..._ "'-, " " OMA HYDROLOGY DATA -10-YR INTERSTATE {52.26) FS~ STORM EVENT ROUTE OR . ,,,,,-ff NODE AREA (AC) Tc (min.) INTENSITY (in/hr) PEAK RUNOFF RATE ( cfs) 101 0.485 5.00 4.743 1.84 201 0.227 5.00 4.743 0.86 301 0.340 5.00 4.743 1.29 401 0.048 5.00 4.743 0.18 501 0.009 5.00 4.743 0.04 601 0.009 5.00 4.743 0.04 TOTAL: 1.118 4.25 NO. 1-5 (55.4) FG ---NODE 200 EL.=54.83 HIGH POINT ~ ' 2.91) FS , • ' • •: • •. (54.29) TW , . • ; (53.6) FG (5 . • . • .86) TW 2.96) FS OMA (55.1) FG (53.20) FS~ 0100=1.79 C AREA=0.340 AC Tc=5.D MIN. NODE 100 EL.=55.93 HIGH POINT (61.43) 1W (55.9) FG -·· :.- _,....---(56.3) FG . -, . NODE 300 EL.=56.03 HIGH POINT ONE STORY STUCCO VENEER BLDG. IN-N-OUT RESTAURANT 5950 AVENIDA ENCINAS (55.62) TC (55.27) FS (54•75) TC /54.96) TC (54-25) FL NODE 500 EL.=54.25 HIGH POINT -f -/ DMA-5 DMA-5 0100=0. 05 CFS AREA=0.009 AC AC ., Tc=5.0 MIN. NODE 501 -;.~!lfi EL.=53.56 --:::; LOW POINT NODE 400 EL.=54.75 HIGH POINT !L.._-.f.-,-;~,ii-''.,;--r -1 DMA-6 37) lC O 100=0. 05 CFS FS AREA=0.009 AC AClf 1· /' -"'-1.:_ Tc=5.0 MIN. NODE 601 EL.=53.48 LOW POINT NODE 4 . EL.=53.25 • ·> .,_.: .• : .. ·-,.:•:_.:· -_ LOW POINT ' · ~-.. -+--_ (53.19) FL -_-: .. (54.03) TC OMA--------·--'.· ...:.:....:~~~b 53.56) FS 0100=0.25 CFS WY AREA=0.048 AC ~\_ ·e,'s Tc=5.0 MIN. (53.69) FS -------- HYDROLOGY DATA -100-YR STORM EVENT OMA NO. NODE AREA (AC) Tc (min.) INTENSITY (in/hr) PEAK RUNOFF RATE (cfs) 1 101 0.485 5.00 6.587 2.56 2 201 0.227 5.00 6.587 1.20 3 301 0.340 5.00 6.587 1. 79 4 401 0.048 5.00 6.587 0.25 5 501 0.009 5.00 6.587 0.05 6 601 0.009 5.00 6.587 0.05 TOTAL: 1.118 5.90 RONALD PACKARD PKWY. LEGEND y 1- or ••••• ---TOT AL TRIBUTARY AREA OMA BOUNDARY ----EXISTING STORM DRAIN ,--:-::-::--~,,.---NODE NODE 1° CONCENTRATION POINT EL.=56.8 .__ ELEVATION L..__ _ ___J..........__NODE DESCRIPTION ~ PATH OF FLOW D IMPERVIOUS SOIL TYPE .. 'B' RES8RT VICINITY MAP NOT TO SCALE ~ ~ ~ Cl ~ S: ~ ~ ~ ~ ~ ~ (,j 'l::J § ---...J 'l::J § ~ lb lb .5: t:1-. ~ :;::; ::.;: ·-~ DATE 07-13-23 DRAWN BY RCH § " .. ~ ~ ~ ~ I ~ 0\ -;;;:---!::::.. ~ ~ 0\ <'j .,; "" ~ c::s ...:: <::, -,I!! ~ i ..., .., ~ ., ~ ~ c::s l!:: ~ 0\ - <( z 0:::: 0 LL. LL. 0 >-1---u CHECKED BY RJD JOB NO. CFA18050 SHEET NO. 1 OF 1 SHEETS .. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 23 - 5.4 POST-DEVELOPMENT HYDROLOGY PLAN II) "' (52.73) FS PIPE NO. 1 2 3 DMA NO. 1 2 3 4 5 INTERSTATE ROUTE ff. GRAPHIC SCALE 10 20 "' "' I I I ___ I ( IN FEET ) 1 inch -20 ft. ' STORM DRAIN PIPE FLOW CHARACTERISTICS PIPE DIA. (in.) SLOPE DESIGN FLOW RATE (cfs) (100-YEAR STORM EVENT) 12 0.007 3.03 12 0.013 1.65 18 0.005 4.68 OMA HYDROLOGY DATA -10-YR STORM EVENT NODE AREA (AC) Tc (min.) INTENSITY (in/hr) PEAK RUNOFF RATE ( cfs) 104 0.771 8.20 3.448 2.13 201 0.313 5.00 4.743 1.19 301 0.016 5.00 4.743 0.06 401 0.009 5.00 4.743 0.04 501 0.009 5.00 4.743 0.04 TOTAL: 1.118 3.46 NO. 1-5 ' OMA DMA NO. NODE 1 104 2 201 3 301 4 401 5 501 TOTAL: NOD£ 200 [L.=55.60 HIGH POINT "' (55.61 TC ,,,11, r<: l~U BAREA 1B ,0.225 AC ~' <O ' (54.70) FS (55.25 I _l;i4.83) FS I (56.29) TC (55.80) FL (55.62) TC (55.27) FS (54.76) TC (54.28) FL (54-96) TC * NOD£ 400 [L.=54.25 HIGH POINT DMA-4 0.009 AC * DMA-4 0100=0.05 CFS AREA=0.009 AC Tc=5.0 MIN. \ ------ \ \ \ ' I \ )-'-I I '-I I 'J le=:====-~ DMA-5 Q 100=0. 05 CFS AREA=0.009 AC Tc=5.0 MIN. NOD£ .JOO [L.=53.85 HIGH POINT HYDROLOGY DATA -100-YR STORM EVENT AREA (AC) Tc (min.) INTENSITY (in/hr) PEAK RUNOFF RATE (cfs) 0. 771 7.87 4.917 3.03 0.313 5.00 6.587 1.65 0.016 5.00 6.587 0.08 0.009 5.00 6.587 0.05 0.009 5.00 6.587 0.05 1.118 4.86 RONALD PACKARD PKWY. LEGEND y 1- ■■■■■■■■ OMA BOUNDARY or ----SUBAREA BOUNDARY ----EXISTING STORM DRAIN PROPOSED STORM DRAIN ,--:-::-::--~,,.---NODE NODE 1° CONCENTRATION POINT EL.=56.8 .__ ELEVATION L___ _ ___J..........__NODE DESCRIPTION PATH OF FLOW PERVIOUS RES8RT VICINITY MAP NOT TO SCALE AREA TRIBUTARY TO BIOFIL TRATION BASINS AND STORMCAPTURE VAULT (DMA-1 & DMA-2) SOIL TYPE = 'B' ~ ~ ~ Cl ~ S: ~ ~ ~ ~ ~ ~ (,j 'l::J § --...J 'l::J § ~ lb lb .5: t:1-. ~ :;::; ::.;: ·-~ DATE 08-23-23 DRAWN BY RCH § " .. ~ ~ ~ ~ I ~ 0\ -;;;:---!::::.. ~ ~ 0\ <'j .,; "" ~ c::s ...:: <::, -,I!! ~ i ..., .., ~ ., ~ ~ c::s l!:: ~ 0\ - LL 0 >-1---u CHECKED BY RJD JOB NO. CFA18050 SHEET NO. 1 OF 1 SHEETS .. CHICK-FIL-A, RESTAURANT # 4306 City of Carlsbad, CA HYDROLOGY AND HYDRAULIC ANALYSIS P:\CFA18050\Reports\HYDROLOGY\01-4306-18050--H & H REPORT.docx - 24 - 5.5 VAULT DETAILS STORMCAPTURE® Design Summary PROJECT INFORMATION PROJECT NAME: CFA Carlsbad - Vault PROJECT CITY: Carlsbad PROJECT STATE: California COMPANY: Truxaw and Associates SITE TYPE: Commercial SYSTEM DESIGN SITE DESIGN System Type: System Invert Elevation (ft): | Retention | 48.83 Module Construction Type:Top of Module Elevation (ft): | Base with Top Slab | 51.35 Storage Volume Required (cf): Maximum Rim Elevation (ft): | 2205 | 51.85 Configured Storage Volume (cf):Depth of Cover (ft): | 3188 | 0.50 System Internal Height (ft):Minimum Inlet Elevation (ft): | 2 | 48.83 Nominal Module Capacity (cf):Maximum Inlet Elevation (ft): | 210 | 48.83 Required Number of Modules:Minimum Outlet Elevation (ft): | 15 | 0.00 Module Designation:Maximum Outlet Elevation (ft): | SC1 0-2 | 0.00 M1-G M1-P1 M2-H M3-F M4-K M5-K M6-K M6-P1 M6-M1 M7-B M8-F M9-D M10-H M11-H M12-H M13-H M14-G M14-P1 M15-F 96'-114" (INCLUDES 1/4" GAP PER SECTION) 72 ' - 2 " ( I N C L U D E S 1 / 4 " G A P P E R S E C T I O N ) PLAN VIEW SCALE: 1/16" = 1'-0" S EW PLAN-N Detention/ Infiltration Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2023 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. 3 --- -- DRAWING NAME OF SHEET SALES DRAWN ENGINEER CHECKED 8/23/2023 DATE SALES ORDER Truxaw and Associates CFA Carlsbad - Vault STORMCAPTURE ® RETENTION SYSTEM JOB NAME: CUSTOMER: 1 SYSTEM ID REV DESCRIPTION DATE -- JOB NUMBER: SC1 2-0 - 1 DESIGN NOTES 1. LIVE LOADING CRITERIA: A. AASHTO HS-20-44 DESIGN TRUCK (WITH IMPACT AT 0.50FT MINIMUM COVER) B. LATERAL LIVE LOAD SURCHARGE: 80 PSF (TO 8.00FT DEPTH) C. NO LATERAL SURCHARGE(S) FROM ANY ADJACENT BUILDINGS, WALLS, FOUNDATIONS, OR ANY ADDITIONAL SITE ELEMENTS. 2. SOIL LOADING CRITERIA: A. SOIL COVER DEPTH: 0.50FT (MIN.) - 5.00FT (MAX.) B. SOIL UNIT WEIGHT: 120 PCF C. ASSUMED WATER TABLE ELEVATION: BELOW BOTTOM OF PRECAST D. REQUIRED ALLOWABLE BEARING PRESSURE: 2,500 PSF E. EQUIVALENT LATERAL FLUID PRESSURE, ACTIVE: 45 PCF (DRAINED) F. EQUIVALENT LATERAL FLUID PRESSURE, AT-REST: 60 PCF (DRAINED) G. EQUIVALENT LATERAL FLUID PRESSURE, PASSIVE: 150 PCF (DRAINED) H. ASSUMED COEFFICIENT OF FRICTION: 0.40 I. SEISMIC LATERAL EARTH PRESSURES: NOT APPLICABLE 3. STORMCAPTURE MODULE TYPE: RETENTION (SOILTIGHT). 4. CONCRETE (NORMALWEIGHT): A. MIN. 28-DAY COMPRESSIVE STRENGTH: 6,000 PSI B. CEMENT: ASTM C150 5. STEEL REINFORCEMENT: ASTM A615 / A706 (GRADE 60), ASTM A1064 (GRADE 80) 6. REFERENCE STANDARDS: ASTM C913 & C890, ACI 318-14 MODULE NOTES TYPE QUANTITY HEIGHT B 1 2.00' D 1 2.00' F 3 2.00' G 2 2.00' H 5 2.00' K 3 2.00' TOTAL 15 VOLUME 3,188 CUBIC FEET PIPE SCHEDULE PIPE SIZE INVERT M1-P1 12" PVC 48.83' M14-P1 12" RCP 48.83' M6-P1 12" HDPE 0.00' MANHOLE SCHEDULE MANHOLE TYPE RIM M6-M1 30" DIA. F&C Steps 0.00' •J i• .7 I I L• •J i • .7 I I L• •J i• .7 I I L• •J i• .7 I •J • .7 I •J .7 I Infrastructure· A-- @) I ' STORMCAPTURE MODULES BY OLDCASTLE INFRASTRUCTURE.PAVING/OVERBURDEN, BY CONTRACTOR. COMPACTED FILL, SEE INSTALLATION GUIDE, BY OTHERS. TYPICAL ELEVATION NTS 6.25" 7" 2' 0.50' MIN COVER 5.00' MAX COVER EL: 51.35' EL: 50.83' EL: 48.25' EL: 48.83' MIN TO MAX ALLOWABLE RIM RANGE: 51.85'-56.35' Ø1" VENT HOLE ONE SIDE ONLY. GEOTEXTILE FABRIC, SEE INSTALLATION GUIDE.CONTRACTOR TO ENSURE ADEQUATE BEARING SURFACE PROVIDED IN ACCORDANCE WITH PROJECT SPECIFICATIONS. GEOTEXTILE FABRIC TO EXTEND 1' MINIMUM UP SIDES OF SYSTEM. STEPS INSIDE VAULT INSTALLED BY OLDCASTLE INFRASTRUCTURE HS-20 RATED MANWAY ACCESS WITH DRILLED IN STEPS AND RISERS/GRADE RINGS AS REQUIRED TO GRADE. Ø12" OPENINGS, TYPICAL Detention/ Infiltration Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2023 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. 3 --- -- DRAWING NAME OF SHEET SALES DRAWN ENGINEER CHECKED 8/23/2023 DATE SALES ORDER Truxaw and Associates CFA Carlsbad - Vault STORMCAPTURE ® RETENTION SYSTEM JOB NAME: CUSTOMER: 1 SYSTEM ID REV DESCRIPTION DATE -- JOB NUMBER: SC1 2-0 - 2 REVIEWING NOTES 1. THIS SYSTEM HAS BEEN DESIGNED PER THE DESIGN PARAMETERS SPECIFIED IN THE DESIGN NOTES. REVIEWING ENGINEER SHALL VERIFY THAT THESE PARAMETERS MEET OR EXCEED PROJECT SPECIFIC REQUIREMENTS. IF SITE CONDITIONS DIFFER FROM NOTED DESIGN PARAMETERS, REVIEWING ENGINEER SHALL NOTIFY OLDCASTLE FOR POTENTIAL REDESIGN AND/OR PRICING ADJUSTMENTS. 2. REVIEWING ENGINEER SHALL VERIFY ALL PIPE PENETRATION LOCATIONS, SIZES, AND INVERTS. 3. REVIEWING ENGINEER SHALL VERIFY ALL MANWAY ACCESS LOCATIONS AND RIM ELEVATIONS. 4. THIS SYSTEM IS DESIGNED FOR A GROUNDWATER TABLE ELEVATION PER DESIGN NOTE 2C, SHEET 1. REVIEWING ENGINEER SHALL VERIFY THAT THE DESIGN GROUNDWATER ELEVATION MEETS OR EXCEEDS SITE CONDITION REQUIREMENTS. NOTIFY OLDCASTLE IF SITE CONDITIONS VARY FROM WHAT HAS BEEN SPECIFIED FOR POTENTIAL SYSTEM DESIGN CHANGES AND/OR PRICING ADJUSTMENTS. 5. STORMCAPTURE MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT OLDCASTLE FOR RECOMMENDATIONS. THE WATERTIGHT APPLICATION TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER. 6. DESIGN OF THE STORMCAPTURE PRECAST MODULE SYSTEM ASSUMES NO ADJACENT BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) WITHIN A 1:1 INFLUENCE LINE FROM THE BOTTOM EDGE OF ANY SYSTEM MODULE. ANY SITE ELEMENTS BEYOND THIS ZONE OF INFLUENCE ARE ASSUMED TO HAVE NO IMPACT ON THE SYSTEM AND EXERT ZERO LATERAL SURCHARGE ONTO THE MODULES. THE CONTRACTOR SHALL VERIFY THAT ANY ADJACENT BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) DO NOT LIE WITHIN THIS INFLUENCE ZONE OR DO NOT SURCHARGE THE PRECAST MODULES. 7. WRITTEN APPROVAL OF SUBMITTAL DRAWINGS ALONG WITH SIGNED PURCHASE ORDER REQUIRED FOR BEGINNING OF PRODUCT FABRICATION. ANY SYSTEM MODIFICATION POST-APPROVAL MAY RESULT IN CHANGE ORDER(S) AND/OR POTENTIAL DELIVERY DELAYS. 8. ALL SAND FILTER MEDIA, DRAIN ROCK AGGREGATE, PIPE, AND FITTINGS PROVIDED BY CONTRACTOR. r r I ~v~ ~ 0/ ~v~ Av Y A v'.:".: ~A~~~~/~~ ~V::: I I v v~ ~ Av ~y I ✓ y------~- I I I =111=111 0 0 0 0 9 / / I _J / I I 8" MIN. WIDE STRIP OF SELF-ADHESIVE OVER ENTIRE JOINT. PROVIDE MIN. 1' OVERLAP WHEN CONNECTING STRIPS. JOINT WRAP SUPPLIED BY OLDCASTLE AND INSTALLED BY OTHERS. SEE INSTALLATION NOTES 8 & 10. 14" GAP MIN. (34" MAX) BETWEEN STRUCTURES MODULE JOINT DETAIL SCALE: 1/2" = 1'-0" BUTYL RUBBER SEALANT (CONSEAL CS-102 OR EQUAL) PLACEMENT DETAIL NTS KEYWAYS MUST BE FREE OF DIRT, ROCKS, AND WATER. ROCKS AND DIRT PREVENT THE VAULT SECTIONS FROM SEATING AND SEALING PROPERLY. REMOVE ALL PROTECTIVE PAPER FROM RUBBER SEALANT MATERIAL. SPLICE RUBBER SEALANT MATERIAL WITH A "SIDE BY SIDE" JOINT, AWAY FROM CORNERS. CORNER SPLICING WILL NOT SEAL PROPERLY. INCORRECT - DO NOT OVERLAP THE RUBBER SEALANT MATERIAL AT SPLICE. CORRECT - INSTALL RUBBER SEALANT MATERIAL AT THE OUTER EDGE OF THE KEYWAY. RUBBER SEALANT SHOULD BE CONTINUOUS AROUND CORNERS. INCORRECT - DO NOT SPLICE RUBBER SEALANT MATERIAL AT A CORNER. RUBBER SEALANT SHOULD BE CONTINUOUS AROUND CORNERS. NOTES: 1.IF CONSTRUCTION EQUIPMENT EXCEEDS THE ABOVE OPERATING WEIGHT LIMITS REFER TO INSTALLATION NOTE 3. 2.FOR WHEELED CONSTRUCTION EQUIPMENT LIMITS REFER TO INSTALLATION NOTE 3. 3.MINIMUM AXLE SPACING FOR ALL TRACK WIDTHS IS 6'-0". MAXIMUM EQUIPMENT OPERATING WEIGHT (OW) BY TRACK WIDTH TRACK WIDTH 12"18"24"30" MIN TRACK LENGTH 8'-0"10'-0"12'-0"14'-0" FILL DEPTH (FT)OW (LBS)OW (LBS)OW (LBS)OW (LBS) 0.5 35,000 45,000 52,500 54,500 1 35,000 45,000 56,000 60,500 2 35,000 45,000 56,000 64,000 3 76,000 78,500 83,500 88,000 4 94,000 100,000 106,000 113,000 5 100,000 116,000 132,000 149,000 ADJACENT STORMCAPTURE MODULES. CITED SPRAY FOAM 1/4" MIN TO 3/8" MAX RECESS INTERIOR JOINT SEAL DETAIL N.T.S. FILL JOINT WITH 1 COAT OF CONSEAL CS-1500, OR EQUIVALENT (3" OVERLAP EACH SIDE). Detention/ Infiltration Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2023 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. 3 ----- DRAWING NAME OF SHEET SALES DRAWN ENGINEER CHECKED 8/23/2023 DATE SALES ORDER Truxaw and Associates CFA Carlsbad - Vault STORMCAPTURE ® RETENTION SYSTEM JOB NAME: CUSTOMER: 1 SYSTEM ID REV DESCRIPTION DATE -- JOB NUMBER: SC1 2-0 - 3 LINK SLAB LIFTING DETAIL N.T.S. 4-WAY SLINGS WITH MIN. 10' LEGS. 8T RING CLUTCH BY MEADOW BURKE 4-WAY SLINGS WITH MIN. 10' LEGS. BOTTOM MODULE LIFTING DETAIL N.T.S. 8T RING CLUTCH BY MEADOW BURKE TOP MODULE LIFTING DETAIL N.T.S. 4-WAY SLINGS WITH MIN. 10' LEGS. 8T RING CLUTCH BY MEADOW BURKE INSTALLATION NOTES 1.UNDERGROUND PRECAST CONCRETE SYSTEM INSTALLATION SHALL BE PER ASTM C891, “STANDARD PRACTICE FOR INSTALLATION OF UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES” AND PER OLDCASTLE. 2.MODULE SUBBASE OR SUBGRADE SHALL BE LEVEL/SCREEDED AND COMPACTED ADEQUATELY FOR REQUIRED BEARING CAPACITY PER DESIGN NOTE 2D, SHEET 1. CONTRACTOR AND/OR INSTALLING SUB-CONTRACTOR SHALL VERIFY THAT SOIL BEARING CONDITIONS MEET OR EXCEED DESIGN REQUIRED MINIMUMS PRIOR TO PLACEMENT AND INSTALLATION OF MODULES. 3.ANY CONSTRUCTION EQUIPMENT EXCEEDING NOTED DESIGN LOADING IS NOT PERMITTED OVER OR ADJACENT TO ANY MODULE WITHOUT FORMAL REVIEW AND WRITTEN APPROVAL BY OLDCASTLE ENGINEERING, ELSE PRODUCT WARRANTY MAY BE VOIDED. ANY DESIGN CONSTRAINT EXCEEDING THE DESIGN PARAMETERS NOTED ABOVE MAY REQUIRE CUSTOM STRUCTURAL DESIGN, SUBGRADE REVISIONS, AND/OR PRICING ADJUSTMENTS. 4.HEAVY VIBRATORY COMPACTION EQUIPMENT SHALL NOT BE OPERATED WITHIN 10 FEET OF MODULE EXTERIOR. 5.MINIMUM OF 0.50FT OF SOIL COVER REQUIRED FOR CONSTRUCTION EQUIPMENT OPERATION ON TOP OF SYSTEM. IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND INSTALLING SUB-CONSTRACTOR TO ENSURE THAT NO MODULES ARE DAMAGED DURING CONSTRUCTION. 6.UNLESS NOTED OTHERWISE, ALL PIPE SUPPLIED AND INSTALLED BY OTHERS. 7.CONTRACTOR MAY MODIFY AT RISK ANY OLDCASTLE PRODUCT(S) IN THE FIELD OR AFTER DELIVERY WITHOUT FORMAL REVIEW AND WRITTEN APPROVAL BY OLDCASTLE ENGINEERING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT ANY PRODUCT MODIFICATIONS DO NOT INVALIDATE THE PRODUCT WARRANTY. 8.MODULE PLACEMENT FIELD TOLERANCES SHALL NOT EXCEED 3/4" BETWEEN ADJACENT MODULES. IF MODULE GAP EXCEEDS 3/4", CONTRACTOR SHALL MAKE NECESSARY ADJUSTMENTS AND RESET MODULE(S) TO BRING WITHIN NOTED TOLERANCES. 9.CONTRACTOR IS RESPONSIBLE FOR PRODUCTS ONCE DELIVERED TO THE SITE. OLDCASTLE IS NOT RESPONSIBLE FOR OFFLOADING PRODUCTS, MAINTENANCE, AND INSTALLATION OF PRODUCTS ONCE THEY ARRIVE TO THE SITE. 10.CONTRACTOR SHALL INSTALL SYSTEM PER PROJECT WATERPROOFING AND SOILTIGHTNESS REQUIREMENTS. WATERPROOFING AND SOILTIGHTNESS INSTALLATION IS NOT BY OLDCASTLE AND OLDCASTLE WILL PROVIDE NO GUARANTEE FOR THIS COMPONENT OF SYSTEM INSTALLATION. STORMCAPTURE® Inspection and Maintenance Guide 0. Oklcastle lnfrast~~S~~-0 ()water Description The StormCapture® system is an underground, modular, structural precast concrete storage system for stormwater detention, retention, infiltration, harvesting and reuse, and water quality volume storage. The system’s modular design utilizes multiple standard precast concrete units with inside dimensions of 7 feet by 15 feet (outside dimensions of 8 feet by 16 feet) to form an underground storage system. The inside height of the StormCapture system can range from 2 feet to 14 feet. This modular design provides limitless configuration options for site- specific layouts. StormCapture components can be provided as either open-bottom modules to promote infiltration or closed-bottom modules for detention. In some cases, StormCapture modules can be placed in a checkerboard configuration for an even more efficient design. A Link Slab, with a footprint of 9 feet by 17 feet, is then used to bridge each space without a module. The standard StormCapture design incorporates lateral and longitudinal passageways between modules to accommodate internal stormwater conveyance throughout the system. These passageways may be classified as either a “window configuration” with standard 12-inch tall sediment baffles extending up from the floor of the module to the bottom of the window, or a “doorway configuration” without the sediment baffles. The function and drainage rate of a StormCapture system depends on site-specific conditions and requirements. Stormwater typically enters the StormCapture system through an inlet pipe. Grated inlets can also be used for direct discharge into the system. The StormCapture system is rated for H-20 traffic loading with limited cover. Higher load requirements can also be accommodated. In addition, StormCapture systems are typically equipped with a limited number of maintenance modules that provide access to the system for ongoing inspection and maintenance. Function The StormCapture system is primarily used to manage water quantity by temporarily storing stormwater runoff from impervious surfaces to prevent flooding, slow down the rate at which stormwater leaves the site, and reduce receiving stream erosion. In addition, the StormCapture system can be used to capture stormwater runoff for water quality treatment. Regardless of how the StormCapture system is used, some sedimentation may occur in the modules during the time water is stored. Configurations The configuration of the StormCapture systems may vary, depending on the water quality and/or quantity requirements of the site. StormCapture configurations for detention, retention/infiltration, and retention/ harvesting are described below. Detention StormCapture Detention systems are designed with a closed bottom to detain stormwater runoff for controlled discharge from the site. This design may incorporate a dead storage sump and a permanent pool of water if the outlet pipe is higher than the floor elevation. Discharge from the system is typically controlled by an outlet orifice and/or outlet weir to regulate the rate of stormwater leaving the system. StormCapture Detention systems are typically designed with silt-tight joints, however when conditions exist that require a StormCapture system to be watertight, the system may be wrapped in a continuous, impermeable geomembrane liner. If the StormCapture Detention system includes Link Slabs, a liner must be used to detain water since the chambers under each Link Slab have no floor slab. In this case, care must be taken by maintenance personnel not to damage the exposed liner beneath each Link Slab. 2 3 Retention/Infiltration StormCapture Retention/Infiltration systems are designed with an open bottom to allow for the retention of stormwater onsite through infiltration into the base rock and surrounding soils. For infiltration systems, the configuration of the base of the StormCapture system may vary, depending on the needs of the site and the height of the system. Some systems may use modules that have fully open bottoms with no concrete floor, while other systems may use modules that incorporate floor openings in the base of each module. These are typically 24-inch by 24-inch openings. For open-bottom systems, concrete splash pads may be installed below inlet grate openings and pipe inlets to prevent erosion of base rock. A StormCapture Infiltration system may have an elevated discharge pipe for peak overflow. Retention/Harvesting StormCapture Retention/Harvesting systems are similar to detention systems using closed-bottom modules, but stormwater is typically retained onsite for an extended period of time and later reused for non-potable applications or irrigation. For rainwater harvesting systems, an impermeable geomembrane liner is typically installed around the modules to provide a water-tight system. Inspection and Maintenance Overview State and local regulations typically require all stormwater management systems to be inspected on a regular basis and maintained as necessary to ensure performance and protect downstream receiving waters. Inspections should be used to evaluate the conditions of the system. Based on these inspections, maintenance needs can be determined. Maintenance needs vary by site and system. Using this Inspection & Maintenance Guide, qualified maintenance personnel should be able to provide a recommendation for maintenance needs. Requirements may range from minor activities such as removing trash, debris or pipe blockages to more substantial activities such as vacuuming and removal of sediment and/or non-draining water. Long-term maintenance is important to the operation of the system since it prevents excessive pollutant buildup that may limit system performance by reducing the operating capacity and increasing the potential for scouring of pollutants during periods of high flow. Only authorized personnel shall inspect and/or enter a StormCapture system. Personnel must be properly trained and equipped before entering any underground or confined space structure. Training includes familiarity with and adherence to any and all local, state and federal regulations governing confined space access and the operation, inspection, and maintenance of underground structures. Inspection and Maintenance Frequency The StormCapture system should be inspected on a regular basis, typically twice per year, and maintained as required. The maintenance frequency will be driven by the amount of runoff and pollutant loading encountered by a given system. Local jurisdictions may also dictate inspection and maintenance frequencies. 4 Inspection Equipment The following equipment is helpful when conducting StormCapture inspections: •Recording device (pen and paper form, voice recorder, iPad, etc.) •Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) •Traffic control equipment (cones, barricades, signage, flagging, etc.)•Manhole hook or pry bar•Confined space entry equipment, if needed •Flashlight •Tape measure •Measuring stick or sludge sampler•Long-handled net (optional) Inspection Procedures A typical StormCapture system provides strategically placed access points that may be used for inspection. StormCapture inspections are usually conducted visually from the ground surface, without entering the unit. This typically limits inspection to the assessment of sediment depth, water drain down, and general condition of the modules and components, but a more detailed assessment of structural condition may be conducted during a maintenance event. To complete an inspection, safety measures including traffic control should be deployed before the access covers are removed. Once the covers have been removed, the following items should be inspected and recorded (see form provided at the end of this document) to determine whether maintenance is required: •Observe inlet and outlet pipe penetrations for blockage or obstruction.•If possible, observe internal components like baffles, flow control weirs or orifices, and steps or ladders to determine whether they are broken, missing, or possibly obstructed. •Observe, quantify, and record the sediment depths within the modules. •Retrieve as much floating trash as possible with a long-handled net. If a significant amount of trash remains,make a note in the Inspection & Maintenance Log.•For infiltration systems, local regulations may require monitoring of the system to ensure drain down is occurring within the required permit time period (typically 24 to 72 hours). If this is the case, refer to local regulations for proper inspection procedure. Maintenance Indicators Maintenance should be scheduled if any of the following conditions are identified during the inspection: •Inlet or outlet piping is blocked or obstructed.•Internal components are broken, missing, or obstructed. •Accumulation of more than six inches of sediment on the system floor or in the sump, if applicable. •Significant accumulation of floating trash and debris that cannot be retrieved with a net. •The system has not drained completely after it hasn’t rained for one to three days, or the drain down doesnot meet permit requirements.•Any hazardous material is observed or reported. 5 Maintenance Equipment The following equipment is helpful when conducting StormCapture maintenance: •Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) •Traffic control equipment (cones, barricades, signage, flagging, etc.) •Manhole hook or pry bar•Confined space entry equipment, if needed•Flashlight •Tape measure •Vacuum truck Maintenance Procedures Maintenance should be conducted during dry weather when no flow is entering the system. Confined space entry is usually required to maintain the StormCapture. Only personnel that are OSHA Confined Space Entry trained and certified may enter underground structures. Once safety measures such as traffic control have been deployed, the access covers may be removed and the following activities may be conducted to complete maintenance: •Remove trash and debris using an extension on the end of the boom hose of the vacuum truck. Continue using the vacuum truck to completely remove accumulated sediment. Some jetting may be necessary tofully evacuate sediment from the system floor or sump. Jetting is acceptable in systems with solid concretefloors or base slabs (referred to as closed-bottom systems). However, jetting is not recommended for open-bottom systems with a gravel foundation since it may cause bedding displacement, undermining of the foundation, or internal disturbance. •All material removed from the system during maintenance must be disposed of in accordance with localregulations. In most cases, the material may be handled in the same manner as disposal of materialremoved from sumped catch basins or manholes. •Inspect inlet and outlet pipe penetrations for cracking and other signs of movement that may cause leakage. •Inspect the concrete splash pads (applicable for open-bottom systems only) for proper function and placement.•Inspect the system for movement of modules. There should be less than 3/4-inch spacing betweenmodules. •Inspect the general interior condition of modules for concrete cracking or deterioration. If the system consists of horizontal joints as part of the modules, inspect those joints for leakage, displacement or deterioration. Be sure to securely replace all access covers, as appropriate, following inspection and/or maintenance. If the StormCapture modules or any of the system components show significant signs of cracking, spalling, or deterioration or if there is evidence of excessive differential settlement between modules, contact Oldcastle Infrastructure at 800-579-8819. StormCapture Inspection & Maintenance Log Refer to as-built records for details about system size and location onsite Location Inspection Date Condition of Internal Components Notes: Good Damaged Missing Detention Infiltration Retention/Harvesting Inlet or Outlet Blockage or Obstruction System Configuration: Notes: Yes No Trash and Debris Accumulation Sediment Depth Observed Notes: Significant Not Significant Drain Down Observations Notes: Appropriate Time Frame Inappropriate Time Frame Maintenance Requirements Yes - Schedule Maintenance No - Inspect Again in _______ Months Notes: Inches of Sediment: ___________ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □