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HomeMy WebLinkAboutMS 2019-0003; BMW OF CARLSBAD; HYDROLOGY REPORT; 2021-05-25Prepared for: AutoNation Inc. 200 SW 1st Ave, 14th Floor Fort Lauderdale, FL 33301 Contact: Cliff Powell Tel: (954) 769-6000 Prepared by: May 25th, 2021 HYDROLOGY STUDY For BMW of Carlsbad 1060 Auto Center Court Carlsbad, CA 92008 R1ECE\TED JUL 02 2021 LAND DEVELOPI\IIEN ENGINEERING IA44 V~cn;" NO. 6%13 zlm Ix EXP. 9/30/21 1 :a CIML OF CAOi~57~ Aaron Mj'. Albertson, P.E. R.C.E. 65513, Exp. 09/30/21 2Ct4 eW2 Final Hydrology Study BMW of Carlsbad DmrktXmA C&1R*mwm Comm,thI TABLE OF CONTENTS INTRODUCTION ..........................................................................................................I DESIGN CRITERIA AND ASSUMPTIONS..................................................................2 Ill. DISCUSSION .............................................................................................................3 Existing Conditions................................................................................................3 Proposed Conditions .............................................................................................4 Detention Considerations ......................................................................................5 CONCLUSION ...........................................................................................................6 DECLARATION OF RESPONSIBLE CHARGE ..........................................................7 REFERENCES...........................................................................................................8 ATTACHMENT I - LOCATION, PRECIPITATION, AND SOIL MAPS ATTACHMENT 2— EXISTING HYDROLOGY MAP & CALCULATIONS ATTACHMENT 3— PROPOSED HYDROLOGY MAP & CALCULATIONS ATTACHMENT 4— STORM DRAIN SIZING CALCULATIONS ATTACHMENT 5— EXISTING STORM DRAIN PLANS Final Hydrology Study C Commd DevekwMid BMW of Carlsbad WRescw I. INTRODUCTION Background/Purpose The purpose of this study is to determine storm water runoff and site drainage for a 50 and 100-year storm event for a proposed new BMW auto dealership in the city of Carlsbad, California. The redevelopment is being completed by AutoNation Inc. The project site is located at 1060 Auto Center Court in Carlsbad and the project area consists of approximately 3.71 acres (161,503 ft2) and the studied area is 3.84 acres (167,268 ft2). The project site is bounded by Cannon Road to the north, Car County Drive to the east, Auto Center Court to the south, and an existing developed lot to the west. The project site is an existing automotive detail and repair complex with multiple buildings, parking lot area, drive aisles, and landscape areas. The proposed site redevelopment consists of removing all existing buildings, AC paving areas, concrete hardscape, existing storm drain system, and landscape islands adjacent to the existing building. The project proposes the construction of a new BMW dealership with a 1.4 acre, 2-story building with rooftop parking. This will also include new onsite AC pavement parking areas, drive aisles, landscape setbacks, landscape islands, and trash enclosure. Incidental underground utilities, biofiltration basins, permeable payers, runoff detention vaults, and a new storm drain system are part of the redevelopment. The area is zoned as commercial and will remain the same. Site elevations range from approximately 90 to 112 feet above mean sea level (MSL). See Site Location Map in Attachment 1. The project site is located within the Agua Hedionda (904.3) hydrologic area of Carlsbad Watershed Management Area (WMA) of the San Diego Region (9). The City of Carlsbad owns the storm drain system that project runoff flows to. The exact size and location of existing onsite storm drain network has been assumed for this preliminary analysis. Location of existing private storm drain laterals on Cannon Road are per as- built plans included in Attachment 5. The storm drain system discharges into Agua Hedionda Lagoon then ultimately the Pacific Ocean. - 1 - Final Hydrology Study COMINEL comm"CW1 BMW of Carlsbad MIR~Vm" II. DESIGN CRITERIA AND ASSUMPTIONS Hydrology Methodology Hydrologic calculations were performed to determine the 50 and 100-year discharges at critical locations using the Rational Method. A technical description of the rational method is provided in the San Diego County Hydrology Manual dated June 2003. As recommended in the Manual, the rational method was used to calculate the design discharge for the local drainage areas due to the watershed area to the proposed storm drain system being less than one square mile. Runoff calculations were performed in conformance with the requirements of the County of San Diego Drainage Design Manual dated July 2005 and the San Diego County Hydrology Manual dated June 2003 by use of Advanced Engineering Software (AES). The design discharges were computed by generating a hydrologic "link-node" model which divides the area into subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed site layout. The results of the hydrologic calculations are used to design proposed storm drain facilities and will be included in Section 4 of the Final Hydrology Study. Hydrologic Parameters/Assumptions Soil Type: Hydrologic soil ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the soil map from NRCS (see Attachment 1), the study area consists entirely of Type B soils. 6-Hour Rainfall Precipitation (Ps): Per San Diego County Hydrology Manual (2003) Rainfall lsopluvial Maps (see Attachment 1), the 6-hour rainfall precipitation for 50- year is 2.25 inches and 100-year event is 2.50 inches. The 24-hour rainfall precipitation for 50-year storm event is 4.0 inches and 100-year event is 4.25 inches. The 6-hour rainfall precipitation is within 46-65% of the 24-hour rainfall values, so P6 does not need to be adjusted for the hydrology calculations. Runoff Coefficient (C): Runoff coefficients are per Table 3.1 in the San Diego County Hydrology Manual (2003). Time of Concentration (Tc): The time of concentration is determined using the Advanced Engineering Software (AES) in conformance with the County and City's hydrology manuals. Printouts are included in Attachments 2 and 3. -2- Final Hydrology Study BMW of Carlsbad III. DISCUSSION A. Existing Condition The existing site is an automotive detail and repair complex with an existing onsite storm drain system. The existing condition consists of 3 drainage areas. All existing runoff ultimately flows to the City's existing storm drain line flowing west along Cannon Road and discharges to Agua Hedionda Lagoon. See as-built storm drain plans included in Attachment 5. Drainage Area 1 (DA-1) includes perimeter landscaping and the existing sidewalk and gutter in the public right-of-way on Cannon Road. This area is approximately 20% impervious surface. Runoff from this area flows west on Cannon Road into an existing catch basin and discharges to the City's main storm drain system. Drainage Area 2 (DA- 2) iriludes'run'óff from building/roof, onsite landscaping, and parking lot. The land use is considered "general commercial". Onsite stormwater generally flows away from the existing building, across the AC pavement parking lot, to curb and gutter around perimeter of site, then into localized onsite catch basins. The onsite catch basins discharge runoff to the existing onsite storm drain system. The exact size, location, slope and material (PVC) is assumed for the purpose of this preliminary study. The onsite storm drain system connects to two existing private 18" RCP storm drain laterals at the northern property line along Cannon Road. The private laterals convey flows to the existing '18" RCP public storm drain line flowing west along Cannon Road. Drainage Area 3 (DA-3) includes parking lot runoff from south of the existing buildings and perimeter landscaping along Auto Center Court. Runoff in this area flows south to the public right-of-way on Auto Center Court and into an existing storm drain inlet at the end of the cul-de-sac west of the project site. This conveys runoff to the main storm drain line running along Cannon Road. Existing runoff conditions are summarized in Table I below. A map of the existing drainage patterns and the runoff calculation results are included in Attachment 2. A separate analysis of onsite, pre-development flows for hydromodification analysis is included in the project's SWQMP. Table I - Existina Peak Flow Hvdroloav Summary Drainage Area ID Area (ac) Q (cfs) Quo (cfs) DA-1 - Cannon Road 0.45 0.61 068 DA-2 4 Onsite Inlets 2.90 13.6 15.2 DA-3 4 Auto Center Court Total Studied Area 0.50 3.84 2.35 16.6 2.61 18.5 -3- Final Hydrology Study CMINhINOL cammefcwl BMW of Carlsbad 8t B. Proposed Condition The proposed condition consists of 4 drainage areas. All runoff for the proposed condition ultimately flows to the City's existing storm drain line flowing west along Cannon Road and discharges to Agua Hedionda Lagoon, same as in the existing condition. The area to be redeveloped will alter the existing drainage characteristics and patterns so that the post-developed condition runoff does not exceed the pre-developed condition runoff for flows durations between 0.1 0Q2 and Qio. Drainage areas 1, 3, and 4 are comprised of perimeter landscaping where runoff flows directly to the public right-of-way and are classified as self-treating areas. Drainage Area I (DA-1) includes runoff within the public right-of-way on Cannon Drive and has 20% impervious surface. Runoff from this area flows west on Cannon Road into an existing catch basin and discharges to the City's main storm drain system. Drainage Area 3 (DA-3) includes a portion of the AC pavement at the southwestern drive entrance and has 40% impervious area. Runoff in this area flows south to the public right-of-way on Auto Center Court and into an existing storm drain inlet at the end of the cul-de-sac west of the project site, same as in the existing condition. This conveys runoff to the main storm drain line running along Cannon Road. Drainage Area 4 (DA-4) includes perimeter landscaping and the ADA ramp along Car Country Drive and has 20% impervious area. Flows from this area discharge to the public right-of-way on Car Country Drive and into the existing curb inlet and discharge to the existing storm drain line to the north on Cannon Road. Drainage Area 2 (DA-2) encompasses runoff from proposed building roof, onsite parking AC pavement, concrete hardscape, pervious paver overflows, and landscaping areas. The land use is considered "general commercial". Runoff from the rooftop (100% impervious surface) will be captured, treated via proprietary biofiltration device to fulfil LID requirements, and conveyed to an underground detention system for hydromodification management. The remaining subareas will be re-graded to sheet flow to proposed biofiltration basins for treatment per LID requirements, then discharge to the underground detention system for hydromodification management requirements. The two 8' dia. solid CMPs are hydraulically connected to act as one underground detention system, and discharge to the existing 18" storm drain lateral at the property line along Cannon Road. Unmitigated runoff for the proposed condition decreases by approximately 5% and 4% for 50 and 100-year storm events due to an increase in time of concentration. Unmitigated runoff in the proposed condition will have an increase in routing time before onsite runoff confluences at the junction box in the northwest property corner for hydromodification control. Proposed unmitigated runoff conditions at onsite inlets/discharge points are summarized in Table 2 on the following page. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 3. -4- U I I I I Li I I I I I I I I I Li I I Final Hydrology Study BMW of Carlsbad Table 2— ProDosed Condition: tinmitiaated Peak Flow Hvdrolociv Summary Drainage Area ID Area (ac) Qo (cfs) Qioo (cfs) DA-1 - Cannon Road 0.36 0.53 0.59 DA-2 - Onsite inlets 3.39 16.6 18.5 DA-3 3 Auto Center Court 0.06 0.19 0.21 DA-4 - Car County Drive 0.02 0.04 0.05 Total Studied Area Change in Unmitigatet Peak _Flow _Rate 3.84 +/-0% _____________ 17.4 +5% 19.3 +4% C. Detention Considerations The four proposed water quality basins (two biofiltration and two biofiltration with partial retention) capture runoff from the site prior to discharging to the public storm drain system. The biofiltration basins with partial retention provide infiltration prior to discharging to the onsite storm drain system. The biofiltration areas will attenuate the peak flow in the proposed condition. The underground detention system is comprised of two 8' diameter solid CMPs by Contech and sized to hold an additional 10,440 cf of runoff. Therefore, the change in unmitigated runoff for the proposed condition at onsite inlets/discharge points will not affect the project site's total runoff discharging from the site. -5- Final Hydrology Study COOL401k CWWWCW BMW of Carlsbad al Itesn"Ce, IV. CONCLUSION The project's storm drain network will be sized using flows from the 100-year storm event. Storm drain pipe and overflow riser sizing calculations are included in Attachment 4. The project's proposed BMPs are sized based on results from the separate hydromodification management and LID requirements. Project overflow locations will be altered so that the western half of the project site discharges onto Cannon Road, and the eastern half discharges to the existing catch basin on Car Country Drive. The mitigated storm runoff flow rates be significantly less than that of the existing condition due to the use of onsite water quality basins and an underground detention vault. Therefore, downstream channels and conveyance system will not be at risk of increased erosion due to project site developments. Final Hydrology Study BMW of Carlsbad C Cominrdi W V. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Commercial Development Resources 4121 Westerly Place, Suite 112 Newport Beach, CA 91660 Tel: (949) 610-8997 I, 05/25/2021 Aaron M. Albertson Date R.C.E. 65513, Exp. 09/30/21 -7- Final Hydrology Study BMW of Carlsbad C HOWNW, Cmmtc Vi REFERENCES City of Carlsbad Storm Water Manual 2008. San Diego County Hydrology Manual (June 2003), San Diego County Drainage Design Manual (July 2005). Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. Advanced Engineering Software (AES), © 1982-2016 Version 23.0, San Diego County Control District 2003 Manual Rational Hydrology Study. Final Hydrology Study BMW of Carlsbad cMNI%Ik cwfmmfdw Dvm?amTt ATTACHMENT I Location Map Precipitation Maps & Soil Maps PROJECT LOCATION 1050 AUTO CENTER DR CARLSBAD, CA - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — — — — — — — — — — — — — — — — — — — County of San Diego Hydrology Manual . ........................................................ .. county . . . . T .. / ! .... ... Rve,~,Ae, Cunty ...\ - 4-5 Rc,inJu/I!up/u,ah [iiocci _ /. ¼ 1 100 Year Rainfall Event - 24 Houm /. . .. .............. . ............... ' *AA M DP r ' , i GIS 4 . . . . . . :. . . . ........... 32 30 3 0 3 Miles — 33'98"N Hydrologic Soil Group—San Diego County Area, California PI (Carlsbad BMW) 33' OTN N 1 N 46l?t) 4€O I4j&k. 1.143Oird*.thiAk(11x85sheL N o 2D 40 80 120 A ci co ice CX) ft Map proj&tion: Vkb Mercator Cc,ercocxnat: WGS84 Edge tics: IJrM Zone UN WGSS4 Ism Natural Resources Web Soil Survey 418/2019 • Conservation Service National Cooperative Soil Survey Page 1 of 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Hydrologic Soil Group—San Diego County Area, California (Carlsbad BMW) MAP LEGEND MAP INFORMATION Area of Interest (AOl) C The soil surveys that comprise your AOl were mapped at Areaot Interest (AOl I CID 1:24000. Soils Is ID Warning: Soil Map may not be valid at this scale. Soil Rating Polygons A o Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil AID Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation BID Rails Please rely on the bar scale on each map sheet for map El C Interstate Higiweys measurements, EJ C/ID us Routes Source of Map: Natural Resources Conservation Service J D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background g projection, which preserves direction and shape but distorts A distance and area. A projection that preserves area, such as the 10 Aerial Photography Albers equal-area conic projection, should be used if more ND accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: San Diego County Area, California Survey Area Data: Version 13, Sep 12, 2018 #'.0 C/ID Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. ~ Not rated or not available Date(s) aerial images were photographed: Nov 3, 2014—Nov Soil Rating Points 22, 2014 D A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background D ND imagery displayed on these maps. As a result, some minor o B shifting of map unit boundaries may be evident. B/D ustjA Natural Rv6uur-ces Web Soil Survey 4/8/2019 460 Conservation Service National Cooperative Soil Survey Page 2 of 4 I Hydrologic Soil Group—San Diego County Area, California Carlsbad BMW I Hydrologic Soil Group I I I I Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. usaA Natural Resources Web Soil Survey Conservation Service National cooperative Soil Survey I I I I I I I I I I I 41512019 Page 3 of 4 I Hydrologic Soil Group—San Diego County Area, California Carlsbad BMW Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 4f8/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 Final Hydrology Study BMW of Carlsbad COMNIM6, Ccmmerd ATTACHMENT 2 Existing Condition Map & Hydrology Calculations ET1 I ThLG ;aj7/ - - - . To r (105.59 Q CENTER CT obE 8:10 ••,fl-.- ••. ., - DA -2 TOTAL - - - - - - \CI SD LINE ENTIRE PROJECT SITE ULTIMATELY CITY MD=c ES ET 18(P35OD) I - —E2Q - (83.89 INVAV All CI7TY SD LINE TT 71 4 778 3 01 10 35 DA-1 TOTAL I V.%_JLJC_.XIJCI -- - • . . - •, • -fl-- ..; - 98 41 FL) '- EQ.61cfs 19:OTAE] . jEQ2.35cfs 0100= L / 2.61cfs ---...•;- z ii =7,66cfs- --: -1W- 0=856c1s '-'• -9 '(ooii 92.55I - Q40-5.94cfs 6 y ZQ-6Ocfs f NODE 1.0 01, 17.38 INV) IFIIE _ T 93.7 4 INV: T/<'' '\ _\ - - -a - - (3 ,y# I\CITY SD LINE D) 0.3 DE 2,03 1 EO,-4 94c1s 213 I 020 yL, ISTING i \ / I (101.26 II 1 lu I is I 0.85 I H __ EXISTING I I U 1 / - I BLILDING II I \I I I >1 / NODE 2.09 I LEGEND: ASPHALT F I CONCRETE I BUILDING/ROOF AREA - '-. LANDSCAPE DRAINAGE AREA (DA) BOUNDARY — — — DRAINAGE SUB-AREA BOUNDARY - - - - PROPERTY LINE DRAINAGE AREA ID # SIZE (ACRES) - - FLOW LINE W/ FLOW DIRECTION - - EXISTING ONSITE SD LINE (NOTE: SIZE, SLOPE, AND EXACT LOCATION OF ONSITE SD ASSUMED FOR PRELIMINARY STUDY) (XX.XX) EXISTING ELEVATION/INVERT PER SURVEY OR SD AS-BUILT PLAN XX.XX ASSUMED ELEVATION/INVERT PREPARED FOR: AUTONATION INC. 2003W 1ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT; CLIFF POWELL TEL: (954) 769-6000 PREPARED BY: COMMERCIAL DEVELOPMENT RESOURCES 4121 WESTERLY PLACE, #112 NEWPORT BEACH, CA 92660 CONTACT: AARON ALBERTSON. PE TEL: (949) 610-8997 0 50 10 I I GRAPHIC SCALE SCALE: 1".— 50' HYDROLOGY EXHIBIT A: EXISTING DRAINAGE AREA MAP BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 — U-) HYDROLOGY CALCULATION SUMMARY (Using San Diego County Hydrology Manual arid .465) PROJECT: BMW of Carlsbad LOCATION: Carlsbad, CA DATE: 05/25/2021 Storm Eunt tyii 50 100 6-hr Precipitation (in) 2.25 2.50 24-hr Precipitation (in) 4.00 4.25 CHECK: P/P (46%-65%) 56% 59% Hydrologic Soil Group 0 EXISTING CONDITION AES Data moot. AES Outuwt/Resufts: Drainpge Area itiOn FL Slope S_8eo,s1orrz /90,ycar storm ID (st) (ac) AtS Nodes Action Lip Do.sri (Es) (ft/It) t(min) 0 (c(s) 0,,,, (cfs) t(win) 0,, ,, (c(s) 0.,, (c(s) DRAINAGE AREA 1 flows to public ROW on Cannon Road 120 impervious area) 1A 2,615 0.060 11.01 -3 1.02 initial sub-Area 102.75 98.40 96 0.045 7.67 0.10 (0.10) 7.67 1 10.65 0.11 (0.11) 18 16,791 0.385 11,02 - 1.03 flowthrough sub-area 98.40 87.89 401 0.026 10.86 0.53 0.61 0.59 0.68 DA-1 19.406 0.45 10.83 0.61 10.62 0.68 DRAINAGE AREA 2 flows to orstite BMP(s) [general commercial land use] 2A 3,886 0.089 2.01 -3 2.02 initial sub area 107.13 104.70 60 0.040 2.62 0.42 (0.42) 2.62 0.47 (0.47) 26 36,952 0.848 2.02 4 2.03 flow through sub-area 104.70 100.29 282 0.016 4.27 4.02 (4.44) 4.21 4.47 (4.94) -'- 2.03 4 2.04 pipe flow (12' PVC) 95.17 93.74 143 0.010 4.69 --- (4.44) 4.59 .- (4,94) 2C 14,408 0.331 2.04 9 2.04 addition of sub-area -- --- --- --- 4.69 1,57 (6.01) 4.59 174 (6.68) 2.04 -3 2.05 pipe flow (12" PVC) 93.74 87.38 26 0.245 471 --- (6.01) 4.61 --- (6.68) 2.05 4 2.06 pipe flow (18" RCP) 87.38 83.89 75 0.047 4.83 --- (6.01) 4.72 -- (6.68) 206 -'3 2.14 pipe flow )18" RCP), conf 1/2 83.64 78.37 228 0.023 5.29 --- (8.01) 5.17 --- (6.68) 20 3,137 0.072 2.07 4 2.08 initial sub-area 105.19 103.70 65 0.023 3.30 0.34 (0.34) 3.30 0.38 (0.38) 26 33,531 0.770 2.08 8 2.09 flow through sub-area 103.70 101.26 93 0.026 3.75 3.65 (3.99) 3.73 4.06 (4.44) 2.09 9 2.10 pipe flow (15" PVC) 97.28 93.75 353 0.010 4.70 --- (3.99) 4.66 --- (4.44) 2F 9,207 0.211 2.10 4 2.10 addition of sub-area - - --- --- 4.70 1.00 (4.99) 4.66 1.11 (5.55) 2.10 9 2.11 pipe flow (15" PVC) 93.75 92.55 120 0.010 5.01 --' (499) 4.96 --- (5.55) 20 8,731 0.200 2.11 9 2.11 addition of sub-area --- --- --- -- 5.01 0.95 (5.94) 4.96 LOS (6.60) -- 2.11 9 2.12 pipe flow (15" PVC) 92.55 92.29 26 0.010 5.07 - (5.94) 5.03 -- (6.60) 2H 16,408 0.377 2.12 4 2.32 addition of sub-area --- --- --- -- 507 1.77 (7.66) 5.03 1.98 (8.56) 2.12 -3 2.13 pipe (low (15' PVC) 92.29 81.23 30 0.369 5.09 --- (766) 5.04 --' (8.56) 2.13 -9 2.14 pipe flow (18' RCP) 81.23 78.46 75 0.037 5.21 -- (7.66) 5.16 -- (8.56) 2.14 4 2.14 confluence 2/2 -- --- -'-- -- 5.29 -- 13.60 5.17 --- 15.23 DA-2 126,260 2.90 1 5.29 13.6 5.17 15.2 ORAINAGE AREA 3 flows torubllc ROW on Auto Center Court [general eomrrertlal land use] 3A 1,592 0.037 13.01 8 3.02 initial sub-Area 110.02 105.59 53 0.084 1.94 0.18 (0.18) 1.94 0.19 (0.19) 38____20,010 0.459 13.02 9 3.03 ltowthru sub-area 105.59 98,41 246 0.029 3.24 2.18 2.35 3.23 2.42 2.61 DA-3 21,602 030 3,24 2.35 3.23 2.61 TOTAL 167,268 3.04 1 - 16.6 - 18.5 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *K * * * * * * * * * * * * * * * 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 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 4121 Westerly Place, Suite 112 Newport Beach, CA 92660 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for BMW of Carlsbad * * In the City of Carlsbad * * Existing Condition: 50-year Storm Event * ---------------------------------------------------------------------------- FILE NAME: 18089EX.DAT TIME/DATE OF STUDY: 11:43 05/25/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.250 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 I 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: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 102.75 DOWNSTREAM ELEVATION(FEET) = 98.40 ELEVATION DIFFERENCE(FEET) = 4.35 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.674 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.497 SUBAREA RUNOFF(CFS) 0.10 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10 FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 98.40 DOWNSTREAM(FEET) = 87.89 CHANNEL LENGTH THRU SUBAREA(FEET) = 401.00 CHANNEL SLOPE = 0.0262 CHANNEL BASE(FEET) = 2.00 "V' FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.595 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3880 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 10.86 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.53 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.52 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 497.00 FEET. FLOW PROCESS FROM NODE 2.0-1 TO NODE 2.02 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) = 60.00 UPSTREAM ELEVATION(FEET) = 107.13 DOWNSTREAM ELEVATION(FEET) = 104.70 ELEVATION DIFFERENCE(FEET) = 2.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.624 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.42 FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 104.70 DOWNSTREAM(FEET) = 100.29 CHANNEL LENGTH THRU SUBAREA(FEET) = 282.00 CHANNEL SLOPE = 8.0156 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 12.000 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 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) = 2.43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.85 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 4.27 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 4.02 AREA-AVERAGE RUNOFF COEFFICIENT = 0.808 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 4.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.44 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 342.00 FEET. FLOW PROCESS FROM NODE 2.03 TO NODE 2.04 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 95.17 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 93.74 PIPE-FLOW(CFS) = 4.44 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN..) = 4.69 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 485.00 FEET. FLOW PROCESS FROM NODE 204 TO NODE 2.04 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 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) = 0.33 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 6.01 TC(MIN.) = 4.69 FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.74 DOWNSTREAM(FEET) = 87.38 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.51 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.01 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.71 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 511.00 FEET. FLOW PROCESS FROM NODE 2.05 TO NODE 2.06 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 87.38 DOWNSTREAM(FEET) = 83.89 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITV(FEET/SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.01 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 4.83 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.06 = 586.00 FEET. FLOW PROCESS FROM NODE 2.06 TO NODE 2.14 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 83.64 DOWNSTREAM(FEET) = 78.37 FLOW LENGTH(FEET) = 228.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC..) = 8.24 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.01 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 5.29 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.14 = 814.00 FEET. FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.29 RAINFALL INTENSITY(INCH/HR) = 5.72 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.01 FLOW PROCESS FROM NODE 2.07 TO NODE 2.08 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) = 65.00 UPSTREAM ELEVATION(FEET) = 105.19 DOWNSTREAM ELEVATION(FEET) = 103.70 ELEVATION DIFFERENCE(FEET) = 1.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.302 50 YEAR RAINFALL INTENSITV(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.34 FLOW PROCESS FROM NODE 2.08 TO NODE 2.89 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.70 DOWNSTREAM(FEET) = 101.26 CHANNEL LENGTH THRU SUBAREA(FEET) = 93.00 CHANNEL SLOPE = 0.0262 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 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) = 2.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.49 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 3.75 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 3.65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 4.10 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.09 = 158.00 FEET. FLOW PROCESS FROM NODE 2.09 TO NODE 2.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.28 DOWNSTREAM(FEET) = 93.75 FLOW LENGTH(FEET) = 353.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.99 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 4.70 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.10 = 511.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *4 * * * * * * FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 58 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 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) = 0.21 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 4.99 Tc(MIN.) = 4.70 FLOW PROCESS FROM NODE 2.18 TO NODE 2.11 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.75 DOWNSTREAM(FEET) = 92.55 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.811 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.99 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 5.01 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.11 = 631.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.923 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.94 TC(MIN.) = 5.01 **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 92.55 DOWNSTREAM(FEET) = 92.29 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.07 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.12 = 657.00 FEET. FLOW PROCESS FROM NODE 2.12 TO NODE 2.12 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.874 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS t'B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.66 TC(MIN.) = 5.07 FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 92.29 DOWNSTREAM(FEET) = 81.23 FLOW LENGTH(FEET) = 30.80 MANNING'S N = 0.811 DEPTH OF FLOW IN 15.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.43 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.66 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.09 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.13 = 687.00 FEET. FLOW PROCESS FROM NODE 2.13 TO NODE 2.14 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 81.23 DOWNSTREAM(FEET) = 78.46 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 8.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44 GIVEN PIPE DIAMETER(INCH) = 18.80 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.66 - PIPE TRAVEL IIME(MIN.) = 0.12 Tc(MIN.) = 5.21 LONGEST FLOWPATH FROM NODE 2.07 10 NODE 2.14 = 762.00 FEET. FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.21 RAINFALL INTENSITY(INCH/HR) = 5.77 TOTAL STREAM AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.66 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.81 5.29 5.715 1.27 2 7.66 5.21 5.773 1.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.58 5.21 5.773 2 13.68 5.29 5.715 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.60 Tc(MIN.) = 5.29 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.14 = 814.00 FEET. FLOW PROCESS FROM NODE - 3.01 TO NODE 3.02 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) = 53.00 UPSTREAM ELEVATION(FEET) = 110.02 DOWNSTREAM ELEVATION(FEET) = 105.59 ELEVATION DIFFERENCE(FEET) = 4.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.937 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 8.18 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 3.02 TO NODE 3.83 IS CODE = 51 >>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 105.59 DOWNSTREAM(FEET) = 98.41 - CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE = 0.0292 CHANNEL BASE(FEET) = 3.80 "Z" FACTOR = 12.080 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 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) = 1.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.16 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 3.24 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 2.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 3.58 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 299.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 3.24 PEAK FLOW RATE(CFS) = 2.35 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 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 4121 Westerly Place, Suite 112 Newport Beach, CA 92660 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for BMW of Carlsbad * * In the City of Carlsbad * * Existing Condition: 100-year Storm Event * ---------------------------------------------------------------------------- FILE NAME: 18089EX.DAT TIME/DATE OF STUDY: 11:43 05/25/2021 ---------------------------------------------------------------------------- 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) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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. (Fl) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.80 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*Fl/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I I I FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" I S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) 96.00 UPSTREAM ELEVATION(FEET) = 102.75 DOWNSTREAM ELEVATION(FEET) = 98.40 I ELEVATION DIFFERENCE(FEET) = 4.35 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.674 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.997 I SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<c >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 98.40 DOWNSTREAM(FEET) = 87.89 CHANNEL LENGTH THRU SUBAREA(FEET) = 401.00 CHANNEL SLOPE = 0.0262 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITV(INCH/HOUR) = 4.044 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 10.65 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.59 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC..) = 2.59 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 497.00 FEET. FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 I I I I I I I I I I I I SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 107.13 DOWNSTREAM ELEVATION(FEET) = 104.70 ELEVATION DIFFERENCE(FEET) = 2.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.624 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.47 FLOW PROCESS FROM NODE 2.02 TO NODE 2.83 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 104.70 DOWNSTREAM(FEET) = 100.29 CHANNEL LENGTH THRU SUBAREA(FEET) = 282.00 CHANNEL SLOPE = 0.0156 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 12.800 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 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) = 2.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN,,) = 1.59 Tc(MIN.) = 4.21 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 4.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 4.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 342.00 FEET. FLOW PROCESS FROM NODE 2.03 TO NODE 2.84 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 95.17 DOWNSTREAM(FEET) = 93.74 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.08 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 4.59 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 485.08 FEET. FLOW PROCESS FROM NODE 2.84 TO NODE 2.04 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 = 0.8080 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 6.68 TC(MIN.) = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.85 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.74 DOWNSTREAM(FEET) = 87.38 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.18 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.68 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.61 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 511.00 FEET. ********************************************************************* 4****** FLOW PROCESS FROM NODE 2.05 TO NODE 2.06 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------- ELEVATION DATA: UPSTREAM(FEET) = 87.38 DOWNSTREAM(FEET) = 83.89 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.813 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.95 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.68 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.72 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.06 = 586.00 FEET. FLOW PROCESS FROM NODE 2.06 TO NODE 2.14 Is CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 83.64 DOWNSTREAM(FEET) = 78.37 FLOW LENGTH(FEET) = 228.00 MANNINGS N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.68 PIPE TRAVEL TIME(MIN,) = 0.45 Tc(MIN.) = 5.17 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.14 = 814.00 FEET. FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.17 RAINFALL INTENSITY(INCH/HR) = 6.45 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.68 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.87 TO NODE 2.08 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALVSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 105.19 DOWNSTREAM ELEVATION(FEET) = 103.78 ELEVATION DIFFERENCE(FEET) = 1.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.302 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.38 FLOW PROCESS FROM NODE 2.08 TO NODE 2.09 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>IRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.70 DOWNSTREAM(FEET) = 101.26 CHANNEL LENGTH THRU SUBAREA(FEET) = 93.00 CHANNEL SLOPE = 0.0262 CHANNEL BASE(FEET) = 3.00 "Zfl FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 YEAR RAINFALL INTENSITY(INCHfHOUR) = 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) = 2.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.60 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 3.73 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) 4.06 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 4.25 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.09 158.00 FEET. FLOW PROCESS FROM NODE 2.09 TO NODE 2.10 IS CODE = 41 ---------------------------------------------------------------------------- >>,.>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.28 DOWNSTREAM(FEET) = 93.75 FLOW LENGTH(FEET) = 353.80 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.33 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.44 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 4.66 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.18 = 511.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 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) = 0.21 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 5.55 TC(MIN.) = 4.66 FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.75 DOWNSTREAM(FEET) = 92.55 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.65 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.55 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 4.96 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.11 = 631.00 FEET. FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 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) = 0.20 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 6.60 TC(MIN.) = 4.96 FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 92.55 DOWNSTREAM(FEET) = 92.29 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 GIVEN PIPE DIAMETER(INCH) = 15.80 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.60 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.83 LONGEST FLOWPATH FROM NODE 2.07 10 NODE 2.12 = 657.00 FEET. FLOW PROCESS FROM NODE 2.1210 NODE 2.12 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.565 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" I S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.98 I TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 8.56 TC(MIN.) 5.03 I FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<< I >>>>,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 92.29 DOWNSTREAM(FEET) = 81.23 I FLOW LENGTH(FEET) = 30.00 MANNING'S N = 8.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.31 I GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.04 I LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.13 687.00 FEET, FLOW PROCESS FROM NODE 2.13 TO NODE 2.14 IS CODE = 41 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) 81.23 DOWNSTREAM(FEET) = 78.46 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 8.013 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC) = 10.75 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.56 I PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.16 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.14 = 762.00 FEET. I FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.16 I I RAINFALL INTENSITY(INCH/HR) = 6.45 TOTAL STREAM AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.68 5.17 6.446 127 2 8.56 5.16 6.455 1.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.23 5.16 6.455 2 15.23 5.17 6.446 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.23 Tc(MIN.) = 5.17 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.14 = 814.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 53.00 UPSTREAM ELEVATION(FEET) = 110.02 DOWNSTREAM ELEVATION(FEET) = 105.59 ELEVATION DIFFERENCE(FEET) = 4.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.937 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.19 FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 105.59 DOWNSTREAM(FEET) = 98.41 CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE = 0.0292 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 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) = 1.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.18 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 3.23 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 2.42 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 3.70 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 299.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 3.23 PEAK FLOW RATE(CFS) = 2.61 END OF RATIONAL METHOD ANALYSIS Final Hydrology Study BMW of Carlsbad C Cmmedl DIR"mcm ATTACHMENT 3 Proposed Condition Map & Hydrology Calculations r L HYDROLOGY CALCULATION SUMMARY (Using San Diego County Hydrology Manual orid 4E5) LOCATION: Carlsbad, CA DATE: 05/25/2021 PROJECT: BMW of Carlsbad Storm Event (yr) SO 100 6-hr Precipitation (in) 225 250 24-hr Precipitation (In) 4.00 425 CHECK. P,/P,, [461%-65%j 56% 59% Hydrologic Soil Group 0 PROPOSED CONDITION: AES Data Inout. AES Outnut/Rpwltc' Drainage Area Elevation ci Slope 50- year storm 100-year atoms ID (so (ad AES Nodes Action Up Down (ft) (ft/It) t (nun) O. (cIa) 0,,,, lc(s) . (mm) Q,,,, (c(s) 0,,,, (c(s) DRAINAGE AREA 1: flows to ublic ROW on Cannon Road (20% impervious area) 1A 2,924 0.067 1.01 4 1.02 initial subarea 102.00 97.67 82 0.053 6.74 0.12 (0.12) 6.74 0.14 (0.14) 18 121740 0.292 1.02 4 1.03 flow through subarea 97.67 87.89 367 0.027 9.54 0.43 0.53 9.56 0.48 0.59 1DA4 15,664 0.35 9.54 0.53 9.56 0.59 DRAINAGE AREA 2: flows to nnslte BMP(s) [0A-2 = general commercial land use, except roof area 2E - 100% impeslousl 2* 3.089 0.071 2.01 -+ 2.02 initial subarea 103.90 102.75 49 0.023 2.84 0.34 (0.34) 2.84 0.37 (0.37) 28 29,385 0.675 2.02 4 2.03 flow through subarea 102.75 100.70 166 0.012 3.92 3.20 (3.54) 3.90 3.56 (3.93) 2.04 4 2.05 pipe flow (12" HOPE) 96.92 94.00 180 0.016 4.37 -- (3.54) 4.34 --- (3.93) 2.05 9 2.22 confluence 1/2 --- --- ..- --- 4.37 -- (3.54) 4.34 -.- (3.93) 2C 2,664 0.061 2.06 -3. 2.07 initial subarea 103.00 101.46 75 0.021 3.68 0.29 (0.29) 3.68 0.32 (0.32) 2D 19.983 0.459 2.07 4 2.08 flow through subarea 101.46 100.85 114 0.005 4.79 2.18 (147) 4.75 2.42 (2.74) -- 2.09 4 2.10 pipe flow (10" HOPE) 96.52 94.17 74 0.032 4.95 - (2.47) 4.90 -- (2.74) 2.10 -3. 2.22 confluence 2/2, M81 --- --- --- 4.95 -- (6.00) 4.90 --- (6.67) 2E 3,117 0.072 211 4 2.12 initial subarea 103,28 103.03 50 0.005 481 0.34 (0.34) 4.81 0.38 (0.38) 2F 15,320 0.352 2.12 4 2.13 flow through subarea 103.03 102.60 84 0.005 5.70 1.53 (1.85) 5.67 1.71 (2.06) 2.14 9 2.19 pipe flow (10" HDPE), conf 1/2 98.20 94.51 373 0.010 7.03 -- (1.85) 6.97 - (2.06) 26 2,278 0.052 2.15 -3. 2.16 initial subarea 105,60 102.50 48 0.065 2.01 0.25 (0.25) 2.01 0.27 (0.27) 2H 14,426 0.331 2.16 9 2.17 flow through subarea 102.50 100.58 168 0.011 3.32 1.57 (1.82) 3.30 1.74 (2.02) 2.18 - 2.19 pipe flow (8" HOPE) 96.24 94.51 26 0.065 3.37 .-- (1.82) 3.34 -- (2.02) 2.19 4 2.19 confluence 2/2 --- -- --- --- 7.03 -- (3.31) 6.97 -- (3.69) 2.19 4 2.20 pipe flow 112" HOPE,) 94.51 94.00 51 0.010 7.18 --- (3.31) 7.13 --- (3.69) 2.20 -3. 2.22 confluence M81 --- '-- --- --- 4.95 . (8.28) 4.90 (9.21) 21 57,558 1.321 2.21 4 2.22 add subarea --- -- --- - 4.95 6.81 (16.64) 4.90 7.57 (18.49) 2.22 4 2.23 pipe flow (is" HOPE) 87.00 81.23 37 0.155 4.98 --- 16.64 4.93 --- 1849 DA-2 147,820 3.39 4.98 16.6 18.5 DRAINAGE AREA 3 flows to public ROW on Auto Center Court (40% Impervious area) 3A 2,722 0.062 13.03 9 3.02 initial subarea 1 10150 9842 36 0.086 J 3 12 0,29 0.19 3,12 0,21 0.21 1OA.3 2,722 0.06 I I 3.12 0.19 3.12 0.21 DRAINAGE AREA 4 flows to public ROW on Car Country Drive (20% impervious area] 4A 1,062 0.024 14.01 4 4,02 initial subarea I 103.25 100.50 78 0.035 1 7.52 0.04 0.04 7.52 0.05 0.05 DA-4 1,062 0.02 7.52 0.04 7.52 0.05 TOTAL 167,268 3.84 -. 17.4 19.3 I I 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 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 4121 Westerly Place, Suite 112 Newport Beach, CA 92660 ************************ DESCRIPTION OF STUDY * Hydrology Study for BMW of Carlsbad * * In the City of Carlsbad. * * Proposed Condition: 50-year Storm Event * ************************************************************************** I FILE NAME: 18089PR.DAT TIME/DATE OF STUDY: 13:20 05/25/2021 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2083 SAN DIEGO MANUAL CRITERIA I USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.250 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 0.0312 0.167 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = .0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE..* I I **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 82.00 UPSTREAM ELEVATION(FEET) = 102.00 DOWNSTREAM ELEVATION(FEET) = 97.67 ELEVATION DIFFERENCE(FEET) = 4.33 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.740 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.890 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.12 FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOWz<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.67 DOWNSTREAM(FEET) = 87.89 CHANNEL LENGTH THRU SUBAREA(FEET) = 367.00 CHANNEL SLOPE = 0.0266 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.17 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.907 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 9.54 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.43 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.52 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 449.00 FEET. FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 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) = 49.00 UPSTREAM ELEVATION(FEET) = 103.90 DOWNSTREAM ELEVATION(FEET) = 102.75 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.844 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.34 FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.75 DOWNSTREAM(FEET) = 100.78 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0123 CHANNEL BASE(FEET) = 3.00 "Z' FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INIENSITY(INCH/HOUR) = 5.928 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) = 1.94 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.56 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 3.92 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.20 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 8.21 FLOW VELOCITV(FEET/SEC.) = 3.84. LONGEST FLOWPATH FROM NODE 2.01 10 NODE 2.03 = 215.00 FEET. FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.92 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES- PIPE-FLOW VELOCITY(FEET/SEC.,) = 6.67 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.54 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN..) = 4.37 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 395.00 FEET. FLOW PROCESS FROM NODE 2.05 TO NODE 2.22 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS. = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.37 RAINFALL INTENSITY(INCHJHR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE ,= 3.54 FLOW PROCESS FROM NODE 2.06 TO NODE 2.07 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<< GENERAL COMMERCIAL RUNCFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (At'.0 II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 103.00 DOWNSTREAM ELEVATION(FEET) = 101.46 ELEVATION DIFFERENCE(FEET) = 1.54 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.679 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.29 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.07 TO NODE 2.08 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 101.46 DOWNSTREAM(FEET) = 100.85 CHANNEL LENGTH THRU SUBAREA(FEET) = 114.00 CHANNEL SLOPE = 0.0054 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.0:5 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSIY IS BASED ON Ic = 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) = 1.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.70 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 4.79 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 2.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 2.04 LONGEST FLOWPATH FROM NODE 2.06 10 NODE 2.08 = 189.00 FEET. FLOW PROCESS FROM NODE 2.09 TO NODE 2.10 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.52 DOWNSTREAM(FEET) = 94.17 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 10.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.90 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 4.95 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.10 = 263.00 FEET. FLOW PROCESS FROM NODE 2.22 TO NODE 2.22 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.95 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.54 4.37 5.928 0.75 2 2.47 4.95 5.928 0.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2-STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.72 4.37 5.928 2 6.00 4.95 5.928 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.00 Tc(MIN.) = 4.95 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.22 395.00 FEET. FLOW PROCESS FROM NODE 2.22 TO NODE 2.22 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 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) = 50.80 UPSTREAM ELEVATION(FEET) = 183.28 DOWNSTREAM ELEVATION(FEET) = 103.03 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.34 FLOW PROCESS FROM NODE 2.12 10 NODE 2.13 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.03 DOWNSTREAM(FEET) = 102.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 84.00 CHANNEL SLOPE = 0.0051 CHANNEL BASE(FEET) = 3.80 "Z FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.448 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.58 I I I I I I I I I I I I I I I I I I AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 5.70 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.53 AREA-AVERAGE RUNOFF COEFFICIENT = 8.800 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.13 = 134.00 FEET. FLOW PROCESS FROM NODE 2.14 TO NODE 2.19 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 98.20 DOWNSTREAM(FEET) = 94.51 FLOW LENGTH(FEET) = 373.80 MANNING'S N = 0.012 DEPTH OF FLOW IN 10.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.19 = 507.00 FEET. FLOW PROCESS FROM NODE 2.19 TO NODE 2.19 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.03 RAINFALL INTENSITY(INCH/HR) = 4.76 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 FLOW PROCESS FROM NODE 2.15 TO NODE 2.16 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) = 48.00 UPSTREAM ELEVATION(FEET) = 105.60 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 3.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.009 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.25 - FLOW PROCESS FROM NODE 2.16 TO NODE 2.17 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.58 CHANNEL LENGTH THRU SUBAREA(FEET) 168.00 CHANNEL SLOPE = 0.0114 CHANNEL BASE(FEET) = 3.80 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 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) = 1.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.13 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.31 - Tc(MIN.) = 3.32 SUBAREA AREA(ACRES) = 8.33 SUBAREA RUNOFF(CFS) = 1.57 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 - TOTAL AREA(ACRES) = 8.4 PEAK FLOW RATE(CFS) = 1.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 016 FLOW VELOCITY(FEET/SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 2.15 TO NODE 2.17 = 216.00 FEET. FLOW PROCESS FROM NODE 2.18 TO NODE 2.19 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.24 DOWNSTREAM(FEET) = 94.51 - FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.66 GIVEN PIPE DIAMETER(INCH) = 8.80 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 3.37 LONGEST FLOWPATH FROM NODE 2.15 10 NODE 2.19 = 242.00 FEET. FLOW PROCESS FROM NODE 2.19 TO NODE 2.19 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.37 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN..) (INCH/HOUR) (ACRE) 1 1.85 7.03 4.760 0.42 2 1.82 3.37 5.928 0.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.70 3.37 5.928 2 3.31 7.03 4.760 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.31 Tc(MIN.) = TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 7.03 2.19 = 507.00 FEET. FLOW PROCESS FROM NODE 2.19 TO NODE 2.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.51 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.31 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.18 LONGEST FLOWPAIH FROM NODE 2.11 TO NODE 2.20 = 558.00 FEET. FLOW PROCESS FROM NODE 2.20 TO NODE 2.22 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I I I STREAM ** MAIN STREAM CONFLUENCE DATA ** RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.31 7.18 4.693 0.81 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.22 = 558.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.00 4.95 5.928 1.27 I LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.22 = 395.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY I . NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.28 4.95 5.928 2 8.06 7.18 4.693 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.28 Tc(MIN.) = 4.95 I .TOTAL AREA(ACRES) = 2.1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 2.21 TO NODE 2.22 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I SO YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" I S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8272 I SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 6.81 16.64 TC(MIN.) = 4.95 I FLOW PROCESS FROM NODE 2.22 TO NODE 2.23 IS CODE = 41 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 87.00 DOWNSTREAM(FEET) = 81.23 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.09 I GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.64 I. I PIPE TRAVEL TIME(MIN.) = 8.03 Tc(MIN.) = 4.98 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.23 = 595.00 FEET. FLOW PROCESS FROM NODE 3.81 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>RATIONAL METHOD INITIAL. SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS 'B" S.C.S. CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00 UPSTREAM ELEVATION(FEET) = 101.50 DOWNSTREAM ELEVATION(FEET) = 98.42 ELEVATION DIFFERENCE(FEET) = 3.88 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.116 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.19 FLOW PROCESS FROM NODE 4.81 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B' S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.00 UPSTREAM ELEVATION(FEET) = 103.25 DOWNSTREAM ELEVATION(FEET) = 100.50 -. ELEVATION DIFFERENCE(FEET) = 2.75 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.521 50 YEAR RAINFALL INIENSITY(INCH/HOUR) = 4.556 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 7.52 PEAK FLOW RATE(CFS) = 0.04 END OF RATIONAL METHOD ANALYSIS oth I I 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: 07/81/2016 License ID 1631 I Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES I 4121 Westerly Place, Suite 112 Newport Beach, CA 92660 ************************* DESCRIPTION OF STUDY ************************** * Hydrology Study for BMW of Carlsbad * * In the City of Carlsbad * * Proposed Condition: 180-year Storm Event * ************************************************************************** ---------------------------------------------------------------------------- FILE NAME: 18089PR.DAI TIME/DATE OF STUDY: 13:21 05/25/2021 ---------------------------------------------------------------------------- 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) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 (Fl) (Fl) (FT) (Fl) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.80 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (lop-of-Curb) (Depth)*(Velocity) Constraint = 6.8 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I I I I I I I I I I I I I I I FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 82.00 UPSTREAM ELEVATION(FEET) = 102.00 DOWNSTREAM ELEVATION(FEET) = 97.67 ELEVATION DIFFERENCE(FEET) = 4.33 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.740 108 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.433 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.67 DOWNSTREAM(FEET) = 87.89 CHANNEL LENGTH THRU SUBAREA(FEET) = 367.00 CHANNEL SLOPE = 0.0266 CHANNEL BASE(FEET) = 2.00 'Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.336 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.17 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 9.56 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.48 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.45 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 449.00 FEET. FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 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) = 49.00 UPSTREAM ELEVATION(FEET) = 103.90 DOWNSTREAM ELEVATION(FEET) = 102.75 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.844 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.37 FLOW PROCESS FROM NODE 2.02 TO NODE 2.83 IS CODE = 51 ---------------------------------------------------------------------------- - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< - ELEVATION DATA: UPSTREAM(FEET) 102.75 DOWNSTREAM(FEET) = 100.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0123 CHANNEL BASE(FEET) = 3.00 "Z' FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 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) = 2.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 3.90 SUBAREA AREA(ACRES) = 8.68 SUBAREA RUNOFF(CFS) = 3.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.888 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 3.08 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 215.00. FEET. FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.92 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.812 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81 GIVEN PIPE DIAMETER(INCH) = 12.80 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.93 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 4.34 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 395.00 FEET. FLOW PROCESS FROM NODE 2.05 TO NODE 2.22 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN..) = 4.34 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 FLOW PROCESS FROM NODE 2.06 TO NODE 2.07 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) = 75.00 UPSTREAM ELEVATION(FEET) = 103.08 DOWNSTREAM ELEVATION(FEET) = 101.46 ELEVATION DIFFERENCE(FEET) = 1.54 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.679 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.32 FLOW PROCESS FROM NODE 2.07 TO NODE 2.88 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 101.46 DOWNSTREAM(FEET) = 100.85 CHANNEL LENGTH THRU SUBAREA(FEET) = 114.00 CHANNEL SLOPE = 0.0054 CHANNEL BASE(FEET) = 3.80 "Z8 FACTOR = 12.800 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 180 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) = 1.53 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.78 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.87 I - Tc(MIN.) = 4.75 SUBAREA AREA(ACRES) = 8.46 SUBAREA RUNOFF(CFS) = 2.42 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 - TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.08 = 189.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.10 IS CODE = 41 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USiNG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.52 DOWNSTREAM(FEET) = 94.17 FLOW LENGTH(FEET) = 74.00 MANNINGS N = 0.012 DEPTH OF FLOW IN 10.0 INCH PIPE IS 6.0 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLDW(CFS) = 2.74 I PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 4.90 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.10 = 263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.22 TO NODE 2.22 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< - >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.90 RAINFALL INTENSITY(INCHJHR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.93 4.34 6.587 0.75 2 2.74 4.90 6.587 0.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.36 4.34 6.587 2 6.67 4.90 1 6.587 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.67 Tc(MIN.) = ago TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 2.01 10 NODE 2.22 = 395.00 FEET. FLOW PROCESS FROM NODE 2.22 TO NODE 2.22 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 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) = 50.00 UPSTREAM ELEVATION(FEET) = 103.28 DOWNSTREAM ELEVATION(FEET) = 103.03 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN,.) = 4.811 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 8.38 FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.03 DOWNSTREAM(FEET) = 102.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 84.00 CHANNEL SLOPE = 8.0051 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.800 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.076 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8008 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 5.67 I SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 I TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.89 LONGEST FLOWPATH FROM -NODE 2.11 TO NODE 2.13 = 134.00 FEET. I FLOW PROCESS FROM NODE 2.14 TO NODE 2.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 98.20 DOWNSTREAM(FEET) = 94.51 I FLOW LENGTH(FEET) = 373.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 10.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.77 I GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 6.97 I LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.19 = 507.00 FEET. I FLOW PROCESS FROM NODE 2.19 TO NODE 2.19 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.97 I RAINFALL INTENSITY(INCH/HR) = 5.32 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 I FLOW PROCESS FROM NODE 2.15 TO NODE 2.16 IS CODE = 21 ----------------------------------------------------------------------------I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 I SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 48.00 I UPSTREAM ELEVATION(FEET) = 105.60 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 3.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.009 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. I I SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.27 FLOW PROCESS FROM NODE 2.16 TO NODE 2.17 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)(<<.z< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.58 CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 CHANNEL SLOPE = 0.0114 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.25 100 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) = 1.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.17 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 3.30 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 2.15 TO NODE 2.17 = 216.08 FEET. FLOW PROCESS FROM NODE 2.18 TO NODE 2.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.24 DOWNSTREAM(FEET) = 94.51 FLOW LENGTH(FEET) = 26.80 MANNING'S N = 8.812 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.91 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.02 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 3.34 LONGEST FLOWPATH FROM NODE 2.15 TO NODE 2.19 = 242.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.19 TO NODE 2.19 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEe<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 I I I I I L] I I I I I I I I I I Li I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MIN.) = 3.34 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.38 - PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.06 6.97 5.317 0.42 2 2.02 3.34 6.587 0.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.01 3.34 6.587 2 3.69 6.97 5.317 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.69 Tc(MIN.) = 6.97 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.19 = 507.00 FEET. FLOW PROCESS FROM NODE 2.19 TO NODE 2.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.51 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.46 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.69 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.13 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.20 = 558.00 FEET. FLOW PROCESS FROM NODE 2.20 TO NODE 2.22 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.69 7.13 5.241 0.81 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.22 = 558.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.67 4.90 6.587 1.27 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.22 = 395.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.21 4.90 6.587 2 9.00 7.13 5.241 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.21 Tc(MIN.) = 4.90 TOTAL AREA(ACRES) = 2.1 FLOW PROCESS FROM NODE 2.21 TO NODE 2.22 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. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8272 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 7.57 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 18.49 TC(MIN..) = 4.90 FLOW PROCESS FROM NODE 2.22 TO NODE 2.23 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 87.00 DOWNSTREAM(FEET) = 81.23 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC..) = 23.65 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 18.49 PIPE TRAVEL TIME(MIN..) = 0.03 Tc(MIN.) = 4.93 LONGEST FLOWPATH FROM NODE 2.11 TO NODE 2.23 = 595.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS "Be' S.C.S. CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 36.00 - UPSTREAM ELEVATION(FEET) = 101.50 DOWNSTREAM ELEVATION(FEET) = 98.42 ELEVATION DIFFERENCE(FEET) = 3.08 - SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.116 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5—MINUTE. SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.21 FLOW PROCESS FROM NODE 4.81 TO NODE 4.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS 'B' S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL-SUBAREA FLOW—LENGTH(FEET) = 78.00 UPSTREAM ELEVATION(FEET) = 183.25 DOWNSTREAM ELEVATION(FEET) = 100.50 ELEVATION DIFFERENCE(FEET) = 2.75 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.521 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.062 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 7.52 PEAK FLOW RATE(CFS) = 8.05 END OF RATIONAL METHOD ANALYSIS Final Hydrology Study BMW of Carlsbad C CtmTnefcJI ATTACHMENT 4 Storm Drain Sizing Calculations I LEGEND: [ j ASPHALT :J CONCRETE BUILDING/ROOF AREA LANDSCAPE PERMEABLE PAVERS F 7] BIOFILTRATION BASIN W/ PARTIAL RETENTION L 7] BIOFILTRATION BASIN W/ IMPERMEABLE LINER DRAINAGE AREA (DA) BOUNDARY - - - DRAINAGE SUB-AREA BOUNDARY I -°- STORM DRAIN LINE PERFORATED UNOERDRAIN - - - - PROPERTY LINE E DRAINAGE AREA ID SIZE (ACRES) PREPARED FOR: AUTONATION INC. 200 SW 1ST STREET, 14TH FLOOR FORT LAUDERDALE. FL 33301 CONTACT: CLIFF POWELL TEL: (954) 769-6000 PREPARED BY: COMMERCIAL DEVELOPMENT RESOURCES 4121 WESTERLY PLACE, #112 NEWPORT BEACH, CA 92660 CONTACT: AARON ALBERTSON, PE TEL: (949) 610-8997 0 50 100 GRAPHIC SCALE SCALE: 1"- 50' I E 6 Avg. Manning Roughness Coefficients for Closed Conduits: Pipe Material PVC HOPE RCP CONC n Value 0.011 0.012 0.013 0.014 A. MIN. SD PIPE CALCULATIONS PROJECT: BMW of Carlsbad *See Proposed Storm Drain Mop for Node Locations LOCATION: Carlsbad, CA DATE: 05/25/2021 For full flow in a circular storm drain: For minimum circular pipe size required: Qf = 1.49(n l)*(,4•)*(R2/3)*(s 1/) Dr = Where Q = full flow rate (cfs) Where D =minimum size pipe requi red (ft) n = Manning's roughness factor n = Manning's roughness factor A1 = (rs02/4) = flow area at full flow (It) Q = flow rate (cfs) R1= (D/4) = hydraulic radius at full flow (ft) So longitudinal slope (ft/ft) S0 longitudinal slope (ft/It) SD DATA TABLE: SIZE 0 (ft) A1 (ft2) R1 (ft) 04 n/(S) 3' PIPE 025 0.049 0.063 0.012 4 PIPE 0.33 0.087 0.083 0.025 6' PIPE 0.50 0.196 0,125 0.073 8" PIPE 0.67 0.349 0.167 0.158 10" PIPE 0.83 0.545 0.208 0.286 12' PIPE 1.00 1 0.785 0.250 0.464 15" PIPE 1.25 1.227 0.313 0.842 PIPE NO. Node 4' Node ', S (ft/ft) Q1 (cfs) Material ri P. (ft) dr (in) USE O (cfs) CHECK: > Q,00 1 2.04 2.05 0.016 3.93 HDPE 0.012 0.92 11.06 12" PIPE 4.90 YES 125% 2 2.09 .2.10 0.032 2.74 HDPE 0.012 0.71 8.49 10" PIPE 4.26 YES 155% 3 2.14 2.19 0.01) 2.06 HDPE 0.012 0.79 9.48 10" PIPE 2.38 YES 116% 4 2.18 2.19 0.065 2.02 HOPE 0.012 0.55 6.63 8" PIPE 3.35 YES 166% 5 2.19 2.20 0.010 3.69 HDPE 0.012 0.98 11.80 12" PIPE 3.87 YES 105% 6 2.21a 2.21b 0.010 5.34 HDPE 0.012 1.13 13.56 15" PIPE 7.02 YES 131% 7 2.21b 2.21c 0.020 9.21 HDPE 0.012 1.22 14.60 IS" PIPE 9.92 YES 108% 8 2.21c 2.21d 0.103 9.21 HDPE 0.012 0.89 10.74 12" PIPE 12.42 YES 135% 9 1 2.22 2.23 0.153 1 18.50 HDPE 0.012 1.08 12.95 15" PIPE 27.45 YES 148% 10 Page 1 of 1 B. BMP RISER SIZING CALCULATIONS PROJECT: BMW of Carlsbad *See Proposed Storm Drain Map for Inlet locations. LOCATION: Carlsbad, CA DATE: 05/25/2021 Hydraulic capacity of overflow riser operating as a weir: QCxLx(H)3/2 QR Where: Q w - discharge of weir (cfs) -> use 100 year storm for overflow riser Q R discharge of riser operating as a weir (cfs) C W coefficient of discharge of weir = 3.1 (constant) L length of weir (ft) = internal perimeter of square riser H = level of water in the basin over the invert of the riser (basin freeboard) -- BMP-1 @ NODE 2 04 3x3 Concrete Riser (2'x2 'internal dimensions) Q100 = 3.93 cfs C= 3.1 L 0 = 2.0 ft Wi0 = 2.0 ft Lr 8.0 ft Hr 4 in QISER 4.77 cfs Q>Qiao YES 121% 8MP2 & NODE 2.14 3'x3' Concrete Riser (2x2 internal dimensions) 040D = 2.06 cfs CW = 3.1 ID = 2.0 ft WID 2.0 ft LW = 8.0 ft Hr 4 in QRisER = 4.71 cfs C~ > Q100 YES 232% BMP 3 @ NODE 209 3'x3' Concrete Riser (2x2 internal dimensions) 2.74 cfs CW = 3.1 L0- 2.0 ft W10 2.0 ft 8.0 ft Hr 4 in ORISER = 4.77 cfs Q1>Q100 YES 174% BMP 4 @ NODE 2.18 3'x3' Concrete Riser (2x2 internal dimensions: = 2.02 cfs Cw = 3.1 Lor 2.0 ft W10= 2.0 ft L 8.0 ft Hr 4 in QRI$ER = 4.77 cfs Clip, >Q250 YES 236% PAGE 1OF1 Final Hydrology Study BMW of Carlsbad C comma(dal k32re8t ATTACHMENT 5 Storm Drain As-Built Plans I CARLSBAD TRACT NO. 87 -3 eE oot - I. ALL WORK SE(ALL SE OE AEOSOUW TO ThE *PPAOVEO PUNS MW .SPSC SEATEThS. ThE / A t .# A iit THE 1PPWWcThTE CONSIST Of THE FL0¼EAE TO SE DONE CE0W ?U PtA L1PRENT MWAPO TPSWIC*T2W45 105 PUSLW WORKS C TWCT05 tORETh 5001', TIE ' / R c iv r ic sv.: rq WE CUSSES! cm s CMUSSSD ENGINEERING 50*51HEN! STATS*RO SiESs S, USS DIEGO 5501055t STANDARD 05MPDWS AS MODIFIED ST THE cm Of CML$MW SPECIALmlass FOR THEomwn OF SUSDIV1I2N STREETS MW STA50A50 RUSC1 STM)AACS, THE CITY OF CMLSI*D WPPLMWAL S!NESSSO WAVINGS MW ALL APPLICABLE f ORMW5S ALSO ACCOGOUW TO WE c(WSOPE COSTA REAL MUNICIPAL SATES TRUT CITY 01 CRRLSNAO OSDENNY KEY MAP . PUNs MW SPECDICAIIOHE' *3W STANOMW USASJH5 21 TilT ECRTRACTSS SMALL 01515*, COSSTNNCT MW MAINTAIN AU SAFETY DEVICES. INCLUDING ANDISALL RE.UGER RESPONSIBLE FOR CONFORMING 10 ALL LOCAL, STATE MW FEDERAL SAFETY AND HEALTH STANDARDS, INS AM REGMATIOAS iV P19R. LOT ",H i'iIAP No. £123 .3. THE CONTRACTOR SHALL CONFOPES TO LABOR CODE SECTION 4705 SE SUWAITTING A omit (6 'WtS ç S *30 ITES PLAN TO THE CITY ETWIIISER AND/OR CONCEIVED AGENCY SHOSENG WE OCYTESOD WING.½ jjjjp . EARrING. SLOPING OR OWES PEOVISIC1IS TO SE FOR WORKER PROTECTiON PEON TIlE '.' OF CRYING, GIECERD CURING THE EXCAVATION Of SUCH TRIM CM CR TRENCHES OR \ / 3 - l PILL SLOPE .,.. . flI DURING THE PIPE INSTALLATION jH ms TREIRCHIES FIVE FEET (S') 43R MORE IN OEM AND APPROVED BY THE CITY MINER AND/ORTHIS PUN s opossu. 7 sC'JNDARY - (8) 1 Cl. 11 kR,,,,, SEE Ty SEES., 5*1. 2 ....._____ (CR5110110 AGENCY 15105 10 EXCAVATIONS IF THE PLAN VARIES IRON THE SNORING TYSTES / . ' ••••• GTMIDAREYS ESTABLISHED ST THE CONSTRUCTION SAFETY 050055, THE lIME SHALL BE A . . I .GA PREPARED ST A SCOESTERSO CIVIL OR STSIJCTE**L 1115151cR AT DEL CONTRACTOR'S •"...,. - S TYPE C CURIE MO SUITES EXPENSE,2 5'-"- - --.; - -,'- - 'ri 'S-I' PEOCAIP LEON ..,.. C-S ...,.•...- 4. MW EXISTENCE AM LOCATION OF UTILITYSTRUCTURES AND FACILITIES SHORN OR THE -. .YjS ' S\ TY DECORATIVE (05(5111 (m. PIOI'T) SEE,I4V3CUCAPSG1 AWRU1. ________ COIIXTR*.ICTION PUNS WERE OBTAINED ST A SEARCH 01 THE AVARANU 5150505 ATUHIIC* £ I 4 (0015011 Si0E114Liu .,...., C.P .......,.,,. iXROW OR IN A LOCATION DIFFERENT FAN VAT SHOW ON THE KAAS THE CONTRALTOR IS s CALLED TO THE POSSIBLE EXISTENCE CF OTHER UTILITY FACILITIES I MW s' CONCRETE 5111150 HAINT, 505E5$ PVIE'T. 0.1 .,.,.,.,, - REIIUIREOJO lAST RUE PRECAUTIONARYRER$RIRLS TO PROTECT WE UTILITIES 02101111 05 1141 7 9 ) TS1/' 5T50EE10 LI/Il .. .. 0'34 . ..... ..... PLANS ANY OTHER 50 OR 051511 FACILITIES STRUCTURES 211055. , c"....?'FA (Tym TYPE ' T50PELp SISURETCHE'..... G0$ .,...,.,,.... S. THE CONTRALTOS SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVEGS*UIED / /"'. Ti" I ,' TYPE '1' PYlIPAlIlTIER 55211 ....... CAL1fIE10 maws 0 AND 0}ilDtR0RaRS1) WITHIN THE PROErT SITS SRIFPIGISIIILY MYAO OF THE LOPASTYWCTION F 5 TYPE TO PLEMIF BEE REVISION 01 150 CONSTRUCTION PLANS If IT IS FOIlED IEEE ACTUAL t, ,,? ' ,- PEDESTRIAN LOCATIONS ARE IN CONFLICT 111Th ThE PROPOSED 503401, 33 - .ss,. 2110505 EASY POPIlAYIIN TYPE 575111 LYON! STMWASO. E'I .....,....'. . S. WE CONTRACTOR SHELL NOTIFY AFFECTED UTEL ITT CONPANIES AT LEAST 'lIME! PRIOR TO bmr,s,o ao . I C0*IT3H2UUS DAERTCM1 ,..... 54 .... ....... STARTING CONSTRUCTION NEAR 111055 FACILITIES MW SHALL COOPEDIVATE THE 11001 WITH '5". -T, I 5 ""5"-..,. STREET SURVEY 5050505! ..,... 14-10 . . ., , COM , PM PM / WY 4 ,"j STREET SANE Still + PACIFIC W-031 R CONCRETE GUTTER ..,,,..... SEE CRY. , .,..1.2 ..,,,. SELL PASO : : : : : : . I % 'TY"N1DGlOR21 (NEDE50IPDA3V .,...,,,,.,,,, SEILR'CItV Of EMELSMO ...........,.. (615) 43861104 ' ô ? "-..,,,, ,' ,.- • &C.P. HATED RAIN (CL. 150)(51ST 0310511 05 P75551. . $45 ...... - - 55115 COSTA REAL IPAIXCOPAL WATER DISTRICT . . . .(519) 430-Silt P.M. 2' SAllE 0505151 .,,,,,,,. 5" .....,.... , •55 I. PlO lASSIE 5*5*1. 51 COMMENCED EllIOt ALL 1053*115 HAVE BEEN DIITAIRTO IRON THE CITY '5' " '_'' -- A' FIRE $105557 ASSEMBLY OWES APPROPRIATE AGENCIES NE CONTRACTOR 5*4511 NOTIFY THE LIII Of CHALSIERD At LEAST FIVE S) 50501150 DAYS PRIOR TO 114511010 CONSTRUCTION $O IMP INSPECTION FAY GA LA' I . , s...,, ,.._ BE PROVIDED. (MIHE 4383550) ½,,.' I RELEASE ASSEMBLY ' - . S ..........43 S 154150 TRENCHES ARE WITHIN CITY EASEMENTS A SOILS REPORT P0510*3*112 SYAQIMLIPIED $505fl 4Ø'%53$ $t5EE'r NOTES S )W7.,sL AIR SELOYã ASSENELT isA I,,4 SERIES INSPECTOR UPON CDIIPUIIUN OF THE WORE. I. LATERALS MD 1450*5 SNAIL 50 100% AIR TESTED 45155 C411I$TYEIACTION QI OTHER UTILITIES I. I STRUCTURAL SECTION MWSS 014 THE PLANS 15 TO,: 51515511 SECTION REQUIRED ST WE 3' BLOW OFF 45551481.1 ............. 9~ $0 MISIONS VILL BE KAN TO THE CONSTRUCTION PLANS WITHOIR THE WRITTEN APPROVAL AS SPIECIFICO 10 THE CITY OF CARLSW STANDARD SPEWICATIORS. ACTMt STAKTONA, SECTIONS VIIk PE BEIM OF THE CITY 111551*115 010100 MITHIN THE REVISION BLOCK ON THE IV'PThIPREXI'E SHEET OF I INE0 AFTER, ME *R1 VALUE 'EST HAS r X 2* FINE AND VATER SERVICE . . . SEE m- 'r, SH'T' a SEEM CONDUCTED BY A OLLALIFIED SOILS ENGINEER ON TW. PREPAkm SWEASE InTERIAL. AL 2. ALL MISS SHALL RE (02lS'I'ROCND WITH A THREE-FOOT (3') NINIIMI OE TO TOP Of THE 'U' VAlUE lISP 11112 ENGINEERED STI4IICTIIIPAL SECTION HOST BE 45150530 05 ME 8' P.V.C. IRRIESTIOlI SLEEVE .................. Tilt v.., PIPE IN PRIVATE $151115, NAXIORSI OEM OF TIIELVE.PEET (52') ID ICY CE PIPE, LNGIYEEYUIIG INSPECTOR PRIDE TO THE INSTALLATION Ill BASE *310 PAVING 317t(Y(AI.$. IRS ELI. OR 505W WfT5NYJ5' ID ACCESS FOR FIRE *0 OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE E0102ECT 2 .,. ,,,... 1511.155 OTHERWISE APPROVED STEUCTUARL SECTIONS 041115150 100*0 TIlE I*IN1IU1 SHELL RE 1OCT11 CR 114E ,.EC010SITE AT ALL 15515 DURiNG Till CONSTRUCTiON, 3, ALL 510101* LINES AND APPIIATCIWECYS S0155i)Of, INSPECTED AND 418345010 61 THE ' A' V.CP, 515*04 50113 1415 15' .... 5.4 . ........- S It. REVISIONS OF THESE PLANS PAY Of REQUIRED If THE PROPOSED ARE NOT twooftism IMPECTOR Kim ro B"w"kim. Z A RGHT-Of-kAN FTRMIT IS REOUPUD FFM TW MIWARING, KPARTMIXI PRIOR TO START ACCESS MOLE CONSTRUCTED PRIOR TO THE C01I0TIO1I Of ThE Y111ROPE3*TNT ACREIJSEIR1. 1 OF ANY -1 ALL PIPES 50*110, HAVE A P0235.114511(5') 0*551503* CRUSHED ROCK SODDING 11* ACCDSOM*LE WITHIN 5(0*5 3*23001 LIIAHAPI CITY RIGOT,OF-WAY, 5 - 12. CITY APPROVAL OF PLANS DOES NOT RELIEVE TIlE DEVELOPER OR ENGINOSR-0P.NDSC PNTERSTAW 5 WITH TIlE APPROPRIATE STANDASO 0343453214, 2. STREET LIGHTS SHALL BE INSTALLED AS 550151 DIR TIll PLANS. DIWFEAPI01) slIEr-liT RIX 5 $055 LATLATERAL RESPONSIBILITY O5 THE 1010055711111 OF ERRORERROR1100 DIIISST0*1 DISCOVERE 055 D 354 ALL LATERALS SHALL RE CONSTRUCTED TO A MINIMUM FIVE TOOT 5' DEPTh To E1*IIDDm1 100 OR PROVAL RUNS. SERVICE POINTS 3451)141141) 00105 SHALL S . CENSYTIOII. 01011 NEWEST THE REQUIRED PENS 511111024$ SHALL 50 PROMPTLY S. '] AT PROPERTY LINE AND SHALL BE CLEAR Of DRIVEWAYS. ALL LATERALS SHALL 55 4, ALL UllDE11GP10lIS0 BE UTILITIES AND LATERALS SHALL INSTALLED PRIOR TO CCONSTRUCTIONCONSTRUCTIONCTIGU a.., CLEARLY *1211(00 51121 AN S ON ElSE CURD 1*110 SHALL BE 524055 ON NI 331(0512 OSAI1I10ES 01 (110115 55055 CUT 3153 05 SE-SPACING Of 1101115 RCP &.0 P mmm 15110* (SIZE 53*055 OIl PIPIIS i 0-60, 1) pum WILT . ,.,,...-.... 0. ALL ACCESS HOLES SHALL BE 141511112 WITH 'HOT 1415' 4.5, EQUIVALENT SO ISlE 5020 S. STaSH 1252*104 PIPE WALL RE RLOREDI*CPO CONCRETE POPE WITH A MINIMUM 12.1050 OF 1.3212 UK '8' ELBE ISLET .., . 124 .... .. OR \ SECTION (6- MMTMUH) rV510S 1WVdA:V' PIPE WITH A MINIM" O-LOAD OF 2~ 04WAeMIrf "t LU OF TE TERM 'Al i3L IEETEEO$3 MECAND TEAT SWI.TE 3413 011PORATE -'... 7 CLEAR-OUTS SHALL 311 INSTALLED Of ALL LATERALS AT THE PROPERTY LINE 111 I 1110 341311 6 WHEELCHAIR 551015 SHALL BE 1103141.0,03 AT CURS RET3IREIS 1111 REOUIEENEIFTS OF STATE TYPE 'A'4' ST0*3EIlRA1N' EAIIIYII! . . 011 / 013)1111312 ED13O3 0MWW)N' TCC1E1EP.TA SPPAREA4T '( F1J) REV112W fl15T' -.. 5035*1511014 014 *5505051411 WIN 1111 REIPJORE*IEIITX Of 1511 EPIISSNLE}IIOIG IA5PEcIGR, 11111054 RUILOINS CODE. TITLE 54. , S - C VPROVIDED 11) NOL,I (53 '13112 C01101DIUCIIDN :rn- .., 1490 5S SIRAIGSET HEADITALL .... D'Et - ......... Es.. STREET TAFES SMALL RE INSTALLED AT 0 AVEWC INTERVAL WT TO EXCEED WE (1) TREE WING -"E 140-owt 91. A TWE 'no ,,,i FEB FOSTY.EPOT (*12'.) 01 PSOEF3IOL, 353111 511711 01 PLANTED IN COYIFCAIWICE WITH 34 PRIOR fO ACCEPTANCE Of AW, SEVEN LINE BY T*W CITY, ALL MAINS SMALL BE FLUMED TYR , ROC9 9.1p RAP ENEMY 01SWAT04 040 . . . . CITY OF CARLSBAD STM 04 AHO tK AtW;RM-NTS Of THE PARKS AM RECREATION s_,,.--'•'-"',.---- Co CLEAN USING THE 'IlATHE" SAIL 3*113*50 523125011125110, TESTED. DIRECTOR. TREES All TO BE 14.01*110 A 3*111511121 OF TAOS-rUT (4') 11305 THE FOOT OF CIIIECEETE LIITHE SIDEWALK, TYPE '0' 501211 12iTCI,50,D .'WROF'AT.YS) 117510. ALL LAITULs ALL K 6 INCH VIC,P, SET AT A "MINIM CODE or 2% WIN A MINIMM a. FuE w~ WAM $Wt K KACfD IN THE MEET AWACENT TO ALL HEY AND MODIFIED 1"T 111, low OITCN I), 810FA41Y s,/43f / DECO 010.3 FEET. ________________________ EXISTING 1111 I*!IISAHTS 11* c011f0llliffcl WITH RECUIRENOSTS CS $411 00014) *04300*51 B/JILT' 57*31051305-15 -- - -- . - 9~ THE OWE RATES AND EC478S 0 VERTICAL tmES C THE "WILE LEFT OR RIGHT OF tENTERLIK 1HROW. CURVILINEAR PORTIONS OF STRIVIS ARE SHOWN FOR REFERENCE OILY, FOR STRIPING um TO BE WK. SEE SHEET 13 ame RATES AND tEmalms of VW%m W&IIS ARE AMICABLE AT ME USE LINE 000, FOR TRAFFIC SjpA VM To BE ow~ SEE SHEET 14 I.E,, THE CENURLIKE OF STREETS. . ..... IRDICAUS COSTA REAL MUNICIPAL ~(A7FR, DIS L:' .,AA, Q0 , . Ipm 4k 2. BEFORE *3111 C4IN1*YCTICII OF SHOT 1511101 01 VALVES ON EXISTING C.4.M.W.0S 11515, APERMIT SMALL, 06 0074IM FRW oy DISTRICT MINER AND DISTRICT AND 1025180 5103103) 5310 APPROVED ( L / "5' ww1(w OF AmumpTrom \ a, A PRECONSTRUCTION CONFERENCE K"M SMA K HELD A Mtkiwat or 7 DAYS SEIM 24~4, 10-9, UM AND ASS EDRfi5P*aaLEC4WMA55TAU0hVW0M, CONSTRUCTION BMW .. ME CONTRACTOR SHALL NOTIFY =TA 55511*5(1 45 152US$ ) , -W-'so-a 5- E5' - ---. ' t11011s 411110 ,0.30011511.10101' -.-- WIN DISTRICT REPRESENTATIVES, TELEPHONE W, 4619) 438-3367 N A wAnvA w 2U-OU-20, A, RECORD Tw~ Cv1wv OF SAN Dt= DEPAR"HENT! or TwamIMITON, Vmrlca am 2% S. 50 034115 05 SEOIIICIEIRES SHALL 51 1*0110 IN WAFER LIVE EASEMENT VITRYIU! WRITTEN )F02E51A ... 115190'8'*' (IECLAITO TWAT, A505' 0'I8-55 lAM THE 3. .'5TE4 01Y050510 FOR 1141$PIOWCGI' OOREIC01 or OU4S. 0W5115020( 45.1.53 MIT",lOSS C, (LAND). 39A,0.. (819) 94234448" APPROVAL Of 0123TSICT 15015115 / ,f 056*.. - AND I4AV12 135)3/1101.) fS1T2144IV,C c4M051 AS -, 1521 IE.(*5 5SC14 CF 5.010-11 iS, IMMEDIATE ANIFICATION TO THE FOLLOWING 00MMENIS, IS REQUIRED fOR AL FIRE DEPARTMENT 4384521 M6, m NOM and A~#.,%~OMCIAM LLw COSTA REAL MICIPAL WATER DISTR14:7 I mm mmm Tw I A* Tm esm= or WORK m um M=, mw I mn VOW= =L XMMWU OVUM OVER US MIM Of 11HE M= AS MFM IN MM.W 670) W THE. K*nm Iff"IFFIft I THE CONTRACTOR SMALL OBTAIN AN EXCAVATION PERMIT MO THE DIVISION OF IMOUSTA01. SAFEIV BEFORE ANY EXCAVATION M SHALL ACHERE 10 ALL PROVISIONS Of THE STATE PrOFESSIENS am, " Ifm m CIESION is COPIES"= um amm mum, 11072 1, NTFIZ1 01EV AM DNS 3101 140).TLSTI M. AS 011051515055(501 05 5yA'2*5'J515/W77L8 .4 N 357147W5 g ,'g/4'5 5415 6 THE USE OF ASBESTOSCINENT JA .C,) PIPE AS $1101314 014 THESE PUNS IS $t ME TL. s'5015cs 055151 DIRECTION of THE COSTA REAL WAICIPAL WATER DISTRIM NOITE AM ASSOCIATES 3 IUORY.Y DW RYRY 2* so'o 8879 98 /2 A ACCEPTS NO LIABILITY FOR THE USE Of At. PIK. OR ANY OTHER ALTERNATE MATERIAL XUM AM ASSOMAW A $Act? 1, - , . THAT Tot oisnirr mr urEPT. S pa wr gm o"mair I= =wwv 4wo~ m re. &+s ~-A Am I F CANLSBADI~ TV C. 0C11T3.ACT'OR SHALL 12U8MEY to WATCH OISIAECT ENSIMeM FOAL AFPlIOEIA, A P1,411 - D u-.777", L 1 1 MW ITNOP, PACHRIVS RU,,,J4 .1.AIS2* BOA - V A I/J, Id 51TR 21 5St'4SHf44U5A4E%7v44ICtMO.TYIE45' 23 3 0 / 51 4E1001/IC1// . j -j.",j , -%I.--THAN:1 03013 4 $114110 l . sts,610 K. 'OF o CARL S3AZ) TRACT- 3-,I* I 4i/457oTJ/ -' .4(2453 .P 15OTNS, LCLJA'S%. 0048 -O89 . LSr5O!IT 457.57.0.0.412* I I CflY OCARJSAD ._ 000PA1$T !STh IEAL 101AMPAL WAT * - - ..,, ib m oewsqy oftopwRYAlI4HlS VIC3NITV MAP : -- ri i ------ Ckw CITY - - 7 - __________ f*ato44tr n44Ut4 r*qer*d sfrat. &44 ct.aØa .. - OLD OP PnPI . - L A5 8thLT AS, ØWLT t -.125, O, ,& I 4 NOLTE and ASSOCIATES r RCE ____ 4/3•/DATE D TA1L A" ni zz~~~ - uLr A I I I I I I I I I I I I I I I I I I I DATA TABLE V 8 748'4E -. - Zo zo 5 Pi35-p) ---'-----. I I — APLSAI Ti!E IMPROVEMENT OF CANNON ROAD 5001 MAIN STA 12150 70 1 off IzLo REVISiONS — A5 II I, n CMWD 87-202 U LAN MA5~ 101k CAMMAI FAVkM _ENT SVIII lm VCP at XAMIZATM -ly ___-CAL SECTI _________ I r&. c t/NK SEWER / STORM ç £ £ I CANNON 6012 CONTRACTOR CA(JTJN - Wf 44fg4 7 JW7f iN -THE 4tT1ON3 SUM JftM SEE DATA TAME CANNON ROAD Ws "I IR J10— MMOR-laRS JI kPM4. IMC~ PLE Ma M~090-0( ASBUILT" WAI IM ____ ii (I O&V PATE tw MN ! - ______ - - ______ ______ ALM TA 00 1 -________ — - - - - ----- CMWD 87:202 CITY OF CAR LSBAb1ItMu1 PUT4Jj 't4N5 FM TYE LPROYEMENT OF CANNON ROAD STA.;?J-t00 TO 57A Wr50 STORMDRAIN _cr N33 11 6 _LtRusM4 CITy OF CARLSBAD ___ARMJLj._J PLANS P THE IMOE€WT CANNON ROAD 6• 30+50 TO 51& 42+88 APPA !it OATE [ç67.-3 _L_285-2 I I I I I I I I I I I I I I I I I I I I 5%SL: 3••• ' '__._____.____I - 9 PROFILEC#WNONPD too $ E p LEFT w_ 51 lF 07* - tot - - - - 'v t • • - • - • : f fA i LI MEDQ •- -tJ0 44 - - • ••-•-,-•-•• •___•_.__•-•-.--.---1p •- - _-44_• - - - 4' • L Q-4 4 Y?.t.44.,O —rr i•-- -..-• - '_-.-- 4_-__•__- - 'J V LT -4 l_-- -: ------H - -------------- +----- -tF ki j-- --T fp It - .- - -. . - - -- --.--,' -' • -:, -- - ---- -- - • - - • • • - to -* —I - -----' NOR 90 dL pa rV - r - :: L -.. --1 1111 T • • • I -_---i C - - -4 ---- - - --i -1 I -44'vP 32 -- \ -- - '- \\Va I w a". W,, -•4 - - - ,l/l --I N w4l 0 PORTION OP CANNON ROAD Ilk %_t~ CATEO TO CITY OF ti in 4XcN_ r ( \- -AM IRE - QFJfl ARY4EN$WALE) 12 -T - 1 LAC73 * ;WOHEALE•__ _ /_,\_•//(_j_•; ___________ COO LX, PKI (ATE FED - I - . '( 'TORM 1R-J.V SEE 1-— 4F4J S w - , m J~g CANNON ROAD TREW SEE cs co -'• I' - 4 - - _)• - sw 51 • UOT L____J.-4-.f 96 sss*, STORM DRAIN DATA EX6T --4' GcoCci /A 1 - MO_DELTA ORSING,__4A1)IUS.LI.NOTPI ___MR \'\ '-' '4i ' '-8 -'-' 4,44,-t •' 1- -- - - - %4Q1 2E z - \- )' CURB ATA p$ lI*4 t I gpavoie EXIST 24- ;Me .r 'I \ 0__ DELTA ORB 2.LEH'TH _!! ' °-4- ,)-.r;;4/) &' ini - - - PRJVATEcOAjCJREMOVE — * _/55 MG. _OLTA ORMO. _RAOaJ$ 11NGT1 RMAR1($ -- -. ____ ea _ j•-j _ _elv 00___ ----- - j f-f Li. 447j ..-. M**I- 1• Is. I If RH of-- $II44 It* 4549Iâ8Ø12 - ,,_5 - , _S7443i _ l44 - 4I P PJA4N4IIW4 W1R ________________ --'4- _ - 4 5r4 -WE - II (4 VC1'5I/W SEWER & WATER DATA $WY -- - Lc42 l• * ç - * i 9L1. _L. NOLTE nd A XI*tTES I_1-LW - - ___________________________ &_DATA __rs' <i _j_- 1ri /&14Cp*I I (JgH7v - CP N4__OELTAORRG1RAOIUS1 SI 44 __Th 4 4 f/ '1 3 45 J__ Z/Ji 7t1 12 cJOACP t)_4_07__'557__709 __12905 - rs47 5H7 - 40 4__544-5_ -4 - 75/5 I j - - - - I 1 _____ r __________ A' / ______________ . - - - - -, -- -- CMWD -202 q'c /itIt i , £ O N' i) Aa DUPLI N M I I I I I I I I I I I I I I I I I I I - . . . . . . I I. M1i T wc: ki PL .. . - Ito , r IN4 I 5uQ?YiQ. SOUNNRY --,-- -- ài oz . H ii::Qj (r !1 - CURB - DATA CURB DATA çji NO. DELTA OR aRG.,RADW3 LEUGN I REMARKS NO, DELTA OR ERG. RADU$ LENGTH REMARKS NI131'I7'E .L. . 82,00'IVE )9 I'VED C5 % 42"40'24 294 1226' 4'29 274 /4190' . J'I2'U7 !t 40'24 N414iE .,L..fQO0Q . _" 15 .326 >N4lI1'4E LQ9.Q0' 12'24'51 29 8457 A3.'24'56 326' 201.5/' " 6 N229'22'W 29'402$' 376, .31.J8' _______ 1648j, i .L04424.L4'.. N4111'4iT,,1Q!7 /4.5Y4/ Q3' [274, 5' fN22'2.!J.:. 23448 11.84' . :'6 QW0PTTt4fl51 57 ...' ,L55'23' 97.50' -. /1 i48Q00'0O ZO01 Z P6'5-lMO . .... , Wg 4 . .. ,. t 95- w Tr CURB RETW : CANNON RaD cm E-- 20 - .K DELTA OR SRG RAOWS LMO1H DWh'31'17'E ..:/008C 4 294024 300 155 i7 ,,_J[1 N4 1 4 E 10000 STORM DRAIN DATA ). OLrAO RO.' RRO*usj LENTLR.MM*S (1) N4rll'41'E 100.00' ff<>75.0 ti" D 96$4 VW/s#.o * 42Oil4l TiiT ) 4'43 2922 300 1'22Z922t1 4> .341/S CAR LSé1 P' _Z..Jksaus, PLANS FOR ?14 41pko6Mi-/1r 4/ CAR COUNTRY DRIVE STA, 0#00 TO $7A. 1I00 WN _"i 11 NO I C.T.87-S NO. 7,654 I I I I I I I I I I I I I I I I I I I / A.T5F RIGHT OF WAY * A *kwaA TflMI 49•l ;AP %;7 J - mo s nW?C wlwfl.q d.a*,csr,r C. CC' *&tCW fl** thst *O\ 4t • I __flT4 l•• * '• h • thndiqo "AS BUILT" /01 :?"' .: OLTEandAWUATS - —j Rtylc / j, /1 - I. CI? IS IS1& tM F •Wrm iPc 4 ec'; 04SThub I CANNON A 2 COTVQ L EPE ST/ 'jTO MUCH WREVE Ensim 5MM4 HAS to( 11 40 ,NA 7w CITY or CARl SBAD1IT* DDUt *d!Jt 16 . PAN5FO NE lMPRvE4i OF ATF 016hTOF WAY $ CANNON ROAD $TA916Z fl $TA let O1 I i MWVOf-U I I I I I I I I I I I I I I I I I I CMWD 87-202 I