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HomeMy WebLinkAboutSDP 2019-0005; BMW CARLSBAD; PRELIMINARY HYDROLOGY STUDY; 2019-10-17October 17th, 2019 PRELIMINARY HYDROLOGY STUDY For BMW of Carlsbad 1060 Auto Center Court Carlsbad, CA 92008 Prepared for: AutoNation Inc. 200 SW 1st Ave , 14th Floor Fort Lauderdale, FL 33301 Contact: Axay Patel 954.769.6000 Prepared by: C~~===~t ~< Resources Today's Ideas. Tomorrow's Reality. 4121 Westerly Place, Suite 112 Newport Beach CA 92660 949.697.8997 r:1veo OCT ~ o 2019 CITY OF-\.JARLSBAD PLANNII\JG DIVISION Aaron M. Albertson, P.E. R.C.E. 65513 , Exp. 09/30/21 --... --------- ----------- .. --- • .. -- - HYDROLOGY STUDY BMW OF CARLSBAD SECTION TABLE OF CONTENTS I. INTRODUCTION .......................................................................................................... 1 II. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 Ill. DISCUSSION ............................................................................................................. 3 Existing Conditions .................................................................................................... 3 Proposed Conditions ................................................................................................. 4 Detention Considerations .......................................................................................... 5 IV. CONCLUSION ........................................................................................................... 5 V. DECLARATION OF RESPONSIBLE CHARGE .......................................................... 6 VI. REFERENCES ........................................................................................................... 7 ATTACHMENTS ATTACHMENT 1 -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 -i - - .. -.. • ---• -• .. .. .. - --- • .. • • - .. .. .. • ---- HYDROLOGY STUDY BMW OF CARLSBAD 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 ci~ 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 and bioretention basins, 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 - HYDROLOGY STUDY BMW OF CARLSBAD 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 of hydrologic soil type B. • 6-hour rainfall precipitation (P&): Per San Diego County Hydrology Manual (2003) Rainfall Isopluvial 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 PG 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). -2 - .. ... ---- ----- - -- ---- .. ------------.. HYDROLOGY STUDY BMW OF CARLSBAD Ill. DISCUSSION 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) includes runoff 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 1 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. T bl 1 E . t' P k Fl H d S a e -XIS mq ea ow 1v ro oqy ummarv Drainage Area ID Area (ac) Qso (cfs) Q100 (cfs) DA-1 ➔ Cannon Road 0.45 0.62 0.69 DA-2 ➔ Onsite Inlets 2.90 13.5 15.1 DA-3 ➔ Auto Center Court a.so 2.37 2.63 Total Studied Area 3.84 16.5 18.4 -3 - HYDROLOGY STUDY BMW OF CARLSBAD 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 0.10Q2 and Q10. 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 1 (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 discharged to an underground detention vault for hydromodification management. The remaining subareas will be re-graded to sheet flow to proposed biofiltration/ bioretentions basins for treatment per LID requirements, then discharge to the underground detention vaults for hydromodification management requirements. The two underground vaults are hydraulically connected to act as one vault, 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 3% for both 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 -4 - HYDROLOGY STUDY BMW OF CARLSBAD summarized in Table 2 below. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 3. T bl 2 P a e -rooose on I IOn: nmIIga e ea ow Iy, ro ogy U 't' t d P k Fl H d I s ummarv Drainage Area ID Area (ac) Qso (cfs) Q100 (cfs) DA-1 ➔ Cannon Road 0.36 0.53 0.59 DA-2 ➔ Onsite Inlets 3.39 15.3 17.1 DA-3 ➔ Auto Center Court 0.06 0.18 0.20 DA-4 ➔ car County Drive 0.02 0.03 0.04 Total Studied Area 3.84 16.1 17.9 Change in Unmitigated +/-0% -3% -3% Peak Flow Rate Detention Considerations The four proposed water quality basins (two biofiltration and two bioretention with partial retention) capture runoff from the site prior to discharging to the public storm drain system. The bioretention 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 permeable pavers provide additional infiltration and storage for hydromodification, and overflows from this area sheetflow to local water quality basin. The underground detention vault is sized to hold 10,000 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. IV. CONCLUSION The project's storm drain PVC pipe network will be sized using flows from the SO-year storm event. Storm drain pipe sizing calculations will be included in Attachment 4 of the Final Hydrology Study. 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. -5 - HYDROLOGY STUDY BMW OF CARLSBAD 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 949.610.8997 Aaron M. Albertson R.C.E. 65513, Exp. 09/30/21 Date -6 - ---.. ... - -.. -- --- • - • -• -.. -,. -----.. - • ---- HYDROLOGY STUDY BMW OF CARLSBAD VI. REFERENCES 1. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). 3. San Diego County Drainage Design Manual (July 2005). 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. Advanced Engineering Software (AES), © 1982-2016 Version 23.0, San Diego County Control District 2003 Manual Rational Hydrology Study. -7 - --- -------- ---... -.. .. ---------.. -- --- HYDROLOGY STUDY BMW OF CARLSBAD ATTACHMENT 1 Location Map Precipitation Maps & Soil Maps 0 C C J .£ .., 0 z ;.: ., ,. n. • > . 0 g 0 § i 0 0 I § I ~ ., 0 N ,:; z 0 ~ < lS PROJECT LOCATION 1050 AUTO CENTER DR CARLSBAD,CA 0 D " a 0 0 -,, , °" ~.,-6- v"" ' ., i t l ::, 1 t .., i lt ... 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IINrCIIIIG~ ~ ..._..,,_ ___ ~__, .. l,;.--•1M'IOIIO .-.~ .... ----------..--......... ---.-..... s 3 O 3 Miles -- 33" 8'B"N 33" 8' l"N i I I i Ii! i 3: 1:l !!: s 3: 1:l !!: ~ ~ - - N A Hydrologic Soil Group-San Diego County Area, California (Carlsbad BMW) --lfHT'}fJ <46l7!iO -<48l810 --lfHT'}fJ "6l7lil -41H!10 MapSa!le: 1:1,430 W prrted a, A landscape (11" X 8.5") sheet ----====-------=======Mele's o ~ ~ oo m ---====------======feet 0 fil 100 2'.Xl :m Mapprojedion: 'M!ll Mercator Canercxxroinates: \IIGS84 Edge tics: I.JTMZme 11N WGS84 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey -4EBl70 - 489840 4EBl70 - 3: la !!: s - -3: la !!: s I I i I I i I 4/8/2019 Page 1 of4 33" 8'8"N 33"8'1'N USDA ... Hydrologic Soil Group-San Diego County Area, California (Carlsbad BMW) MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soll Rating Polygons 0 A □ ND □ B □ B/D □ C □ C/D □ D □ Not rated or not available Soll Rating Lines A ND -B -B/D . , C C/D D Not rated or not available Soll Rating Points II A a ND ■ B ■ BID Natural Resources Conservation Service C C C C/D Cl D □ Not rated or not available Water Features .,....., Streams and Canals Transportation +++ Rails -Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 13, Sep 12, 2018 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 4/8/2019 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Carlsbad BMW Hydrologic Soil Group Map unit symbol Map unit name Rating Acres lnAOI Percent of AOI CbB Carlsbad gravelly loamy B 2.2 sand, 2 to 5 percent slopes MIC Marina loamy coarse B 3.3 sand, 2 to 9 percent slopes Totals for Area of Interest 5.4 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, B/D, and C/D). 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, B/D, 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. USDA Natural Resources -,,_ Conservation Service Web Soil Survey National Cooperative Soil Survey 39.9% 60.1% 100.0% 4/8/2019 Page 3 of 4 ------ -------------- - -.. • - .. • Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources "'7iiiF Conservation Service Web Soil Survey National Cooperative Soil Survey Carlsbad BMW 4/8/2019 Page 4 of 4 - --... - -.. • .. - • • - .. • 11 .. .. -- • .. HYDROLOGY STUDY BMW OF CARLSBAD ATTACHMENT 2 Existing Condition Map & Hydrology Calculations I ~1~1L-;'+.L~ 1~~17TTI~~~~;::21 yi . i,;,,.'f'",""..,;;.:.:::::..,J 't"'.""!'-,.....,.....:.--l ~,;,,,,,,,.._.;._ _:! .. · .. ~: .· · ,:,7 ,,, '~'::':"'' ~~,;, ,,;:;~;i~i..,':i';'" .• ~--.-~-~.-_::-~.'-...:1: ; :_,~ _ '-',..;.;=~;.;., :' t> /-'"'---L-_ AUTOCENTERCT ' . / , ,...•· ------.. -~:·.··, .. ·,.-:··. ----··--· )/ ~/ I '<;" .(. /·' .-,: '>,.vl' \··; }t? I I I I I I LEGEND: I I ASPHALT I· . i • j CONCRETE I I BUILDING/ROOF AREA I· ....... i LANDSCAPE --- EB -so - (XX.XX) XX.XX 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) EXISTING ELEVATION/INVERT PER SURVEY OR SD AS-BUILT PLAN ASSUMED ELEVATION/INVERT PREPARED FOR: AUTONATION INC. 200 SW 1 ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: AXAY PATEL 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 _1 GRAPHIC SCALE SCALE: 1" = 50' C7l :I; -0 0.. 0 ~ Cl) C7l 0 ·'= 0 L. Cl C7l C :;:; en ·x WI <{ ..., ~ .c X w >, C7l 0 0 L. ~ I I CJ) CX) 0 CX) < C7l 0 0 L. ~ I / <{ () -0 0 ..Cl en .:::: 0 () I 3:: ~ ml C 0 :;:; 0 z 0 ..., =i <{ I + () et: <{ Cl. (/) I 0) --------------------------ICXJ HYDROLOGY EXHIBIT A: EXISTING DRAINAGE AREA MAP 0 CX) / CX) 0 N 1--------------------------t/ BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD , CA 92008 en ..., (J Cl) ·o L. ~ cii HYDROLOGY CALCULATION SUMMARY (Using San Diego County Hydrology Manual and AES) Storm Event SO-yr 100-yr 6-hr Precipitation (in) 2.25 2.5 24-hr Precipitation (in) 4.00 4.25 CHECK: P .f P,. = [46"-65"} 56% 59% Hydrologic Soil Group B EXISTING CONDITION: AES Data Input: Drainage Sub-Area Elevation Flow Slope Length AES Nodes Action ID (SF} (AC} Up Down (ft/ft) (ft} DRAINAGE AREA 1: flows to 11ublic ROW on Cannon Road [20% im11ervious area) 1A 2,515 0.06 102.75 98.40 96 0.045 1.01 ➔ 1.02 initial sub-Area 1B 16,891 0.39 98.40 87.89 401 0.026 1.02 ➔ 1.03 flow through sub-area IDA-1 19,406 0.45 DRAINAGE AREA 2: flows to onsite BMP{sl [general commercial land use] 2A 3,886 0.09 107.13 104.70 60 0.040 2.01 ➔ 2.02 initial sub-area 2B 36,952 0.85 104.70 100.59 282 0.015 2.02 ➔ 2.03 flow through sub-area -------95.17 93.74 143 0.010 2.03 ➔ 2.04 pipe flow (12" PVC) 2C 14,408 0.33 ----------2.04 ➔ 2.04 addition of sub-area -------93.74 87.38 26 0.245 2.04 ➔ 2.05 pipe flow (12" PVC) ---------87.38 83.89 75 0.047 2.05 ➔ 2.06 pipe flow (18" RCP) ---------83.64 78.37 228 0.023 2.06 ➔ 2.14 pipe flow (18" RCP) ---------------------2.14 ➔ 2.14 confluence 2 streams 20 3,137 0.07 105.19 103.70 65 0.023 2.07 ➔ 2.08 initial sub-area 2E 33,531 0.77 103.70 101.26 93 0.026 2.08 ➔ 2.09 flow through sub-area ------97.28 93.75 353 0.010 2.09 ➔ 2.10 pipe flow (15" PVC) 2F 9,207 0.21 --------2.10 ➔ 2.10 addition of sub-area --------93.75 92.55 120 0.010 2.10 ➔ 2.11 pipe flow (15" PVC) 2G 8,731 0.20 -----------2.11 ➔ 2.11 addition of sub-area ---------92.55 92.29 26 0.010 2.11 ➔ 2.12 pipe flow (15" PVC) 2H 16,408 0.38 ---------2.12 ➔ 2.12 addition of sub-area ------92.29 81.23 30 0.369 2.12 ➔ 2.13 pipe flow (15" PVC) -----81.23 78.46 75 0.037 2.13 ➔ 2.14 pipe flow (18" RCP) --------------------2.14 ➔ 2.14 confluence 2 streams IDA-2 126,260 2.90 DRAINAGE AREA 3: flows to 11ublic ROW on Auto Center Court [general commercial land use) 3A 1,592 0.04 110.02 105.59 53 0.084 3.01 ➔ 3.02 initial sub-Area 3B 20,010 0.46 105.59 98.41 246 0.029 3.02 ➔ 3.03 flow thru sub-area I DA-3 21,602 0.50 TOTAL 167,268 3.84 AES Output/Results: 50-l(ear storm t,,.ve4 tc o. •• (min} (min) (cfs) 7.67 7.67 0.10 3.15 10.83 0.53 10.83 2.62 2.62 0.43 1.26 3.88 4.03 0.42 4.30 --- ---4.30 1.57 0.02 4.32 --- 0.12 4.44 --- 0.46 4.90 -- --------- 3.30 3.30 0.33 0.45 3.75 3.65 0.95 4.70 - --4.70 1.00 0.31 5.01 --- ---5.01 0.95 0.06 5.07 --- ---5.07 1.79 0.02 5.09 --- 0.12 5.21 -----5.21 --- 5.21 1.94 1.94 0.19 1.38 3.32 2.18 3.32 - PROJECT: BMW Dealership LOCATION: Carlsbad, CA DATE: 10/17/19 100-l(ear storm Q,.. •• ltravel tc o... Q,.. •• (cfs) (min) (min) (cfs) (cfs) 0.10 7.67 7.67 0.11 0.11 0.62 2.95 10.62 0.60 0.69 0.62 10.62 0.69 0.43 2.62 2.62 0.47 0.47 4.46 1.12 3.75 4.48 4.95 4.46 0.38 4.13 --4.95 6.02 -4.13 1.74 6.69 6.02 0.02 4.15 -6.69 6.02 0.11 4.27 ---6.69 6.02 0.45 4.71 --6.69 --------------- 0.33 3.30 3.30 0.37 0.37 3.98 0.43 3.73 4.06 4.43 3.98 0.93 4.66 --4.43 4.98 -4.66 1.11 5.53 4.98 0.30 4.97 ---5.53 5.92 ---4.97 1.05 6.59 5.92 0.06 5.03 --6.59 7.66 --5.03 1.99 8.56 7.66 0.02 5.05 --8.56 7.66 0.12 5.16 --8.56 13.52 -5.16 -15.11 13.5 5.16 15.1 0.19 1.94 1.94 0.21 0.21 2.37 1.27 3.21 2.42 2.63 2.37 3.21 2.63 16.5 -18-4 2019.10.15_18089_EX50.txt **************************************************************************** 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: SO-year Storm Event ************************************************************************** FILE NAME: 18089EX.DAT TIME/DATE OF STUDY: 18:20 10/15/2019 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 / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 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 Page 1 .. --.. ------ --.. --- -------------.. --.. - ---.. • .. -.. .. .. .. .. ---------- - • .. TOTAL AREA(ACRES) = 2019.10.15_18089_EX50.txt 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 401.00 CHANNEL SLOPE= 87.89 0.0262 CHANNEL BASE(FEET) = 2.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.50 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.602 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) = 0.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.12 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 10.83 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0. 39 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.380 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.56 0. 53 0.62 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 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 107.13 DOWNSTREAM ELEVATION(FEET) = 104.70 ELEVATION DIFFERENCE(FEET) = 2.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.43 60.00 2.624 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** 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) = 100.59 CHANNEL LENGTH THRU SUBAREA(FEET) = 282.00 CHANNEL SLOPE= 0.0146 CHANNEL BASE(FEET) = 4.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.12 ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH) . AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE . GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 Page 2 2019.10.15_18089_EX50.txt SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.74 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 3.88 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.85 COEFFICIENT= 0.9 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 4.03 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 6.83 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 4.46 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) = 93.74 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.68 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.46 PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 4.30 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.04 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc GENERAL COMMERCIAL RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 92 = 0.8000 = 5.928 = 5-MINUTE. .8000 SUBAREA AREA(ACRES) = 0.33 TOTAL AREA(ACRES) = 1.3 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 4.30 1.57 6.02 **************************************************************************** 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) = 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.) = 22.53 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 Page 3 87.38 -------- --.. -.. ---------- --- ------- -.. .. ... -.. -.. • .. 41 - • • .. • .. -- ... --- • • .. --.. .. 2019.10.15_18089_EX50.txt PIPE-FLOW(CFS) = 6.02 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 2.01 TO NODE 4.32 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) = FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.02 83.89 PIPE TRAVEL TIME(MIN.) = 0.12 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 2.01 TO NODE 4.44 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) = 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= 1 PIPE-FLOW(CFS) = 6.02 78.37 PIPE TRAVEL TIME(MIN.) = 0.46 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 2.01 TO NODE 4.90 2.14 = 814.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.90 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.02 **************************************************************************** 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) = UPSTREAM ELEVATION(FEET) = 105.19 DOWNSTREAM ELEVATION(FEET) = 103.70 ELEVATION DIFFERENCE(FEET) = 1.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.33 65.00 3.302 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE Page 4 2.09 IS CODE= 51 2019.10.15_18089_EX50.txt >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.70 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 93.00 CHANNEL SLOPE= 101. 26 0.0262 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.17 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) = 2.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.48 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 3.75 SUBAREA AREA(ACRES) = 0.77 AREA-AVERAGE RUNOFF COEFFICIENT= TOTAL AREA(ACRES) = 0.8 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 3.65 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 4.65 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 3.98 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= 1 PIPE-FLOW(CFS) = 3.98 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 4.70 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.10 = 511.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC GENERAL COMMERCIAL RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 92 = 0.8000 = 5.928 = 5-MINUTE. .8000 SUBAREA AREA(ACRES) = 0.21 TOTAL AREA(ACRES) = 1.0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 4.70 1.00 4.98 **************************************************************************** Page 5 - --------------- - ------------------ --- -----... - .. -- ---- - -- -- • .. -• 2019.10.15_18089_EX50.txt 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 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.98 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) = 5.921 GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.20 TOTAL AREA(ACRES) = 1.2 TC(MIN.) = 5.01 92 = 0.8000 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.95 5.92 **************************************************************************** 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.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 5.92 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) = 5.873 GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.38 TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 5.07 92 = 0.8000 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.79 7.66 **************************************************************************** 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) = FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 4.2 INCHES Page 6 81. 23 2019.10.15_18089_EX50.txt PIPE-FLOW VELOCITY(FEET/SEC.) = 27.42 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 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 = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 7.66 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.21 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.14 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 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.) = 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 Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.02 4.90 5.928 1. 27 2 7.66 5.21 5. 772 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 13.22 4.90 5.928 2 13. 52 5.21 5. 772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13. 52 Tc(MIN.) = 5. 21 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2 .14 = 1 814.00 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 Page 7 .. ----------- -• -• --.. • -• • -------.. --- ---.. -.. -----• ---- ---- --- -.. - • .. 2019.10.15_18089_EX50.txt SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.937 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON TC= 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.17 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) = 1.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.97 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.38 TC(MIN.) = 3.32 SUBAREA AREA(ACRES) = 0.46 AREA-AVERAGE RUNOFF COEFFICIENT= TOTAL AREA(ACRES) = 0.5 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 3.61 98.41 0.0292 2.18 2.37 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 299.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0. 5 TC(MIN.) = 2.37 END OF RATIONAL METHOD ANALYSIS Page 8 3.32 2019.10.15_18089_EX100.txt **************************************************************************** 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: 18:2110/15/2019 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 (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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 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 Page 1 ---.. -------- ------- • -• - - --- ----- ----- -.. ---- - -- - - -- • .. - • • - 2019.10.15_18089_EX100.txt SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.674 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.997 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<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 98.40 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 401.00 CHANNEL SLOPE= 87.89 0.0262 CHANNEL BASE(FEET) = 2.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.052 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) = 0.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.27 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 10.62 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0. 39 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.380 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.63 0.60 0.69 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 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 107.13 DOWNSTREAM ELEVATION(FEET) = 104.70 ELEVATION DIFFERENCE(FEET) = 2.43 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.47 60.00 2.624 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** 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) = 100.59 CHANNEL LENGTH THRU SUBAREA(FEET) = 282.00 CHANNEL SLOPE= 0.0146 CHANNEL BASE(FEET) = 4.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.12 ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH) . AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. Page 2 2019.10.15_18089_EX100.txt 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) = 2.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.16 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 3.75 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.85 COEFFICIENT= 0.9 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 4.48 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 7.59 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 4.95 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) = 93.74 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.95 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 4.13 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.04 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.04 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC GENERAL COMMERCIAL RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 92 = 0.8000 = 6. 587 = 5-MINUTE. .8000 SUBAREA AREA(ACRES) = 0.33 TOTAL AREA(ACRES) = 1.3 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 4.13 1. 74 6.69 **************************************************************************** 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) = FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 Page 3 87.38 .. • -----.. • --• • • • -• -• -• • • - .. -• ---.. -- --.. --.. - - • .. ---- - - ---.. - -- • - 2019.10.15_18089_EX100.txt DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.17 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.69 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 4.15 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 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.95 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.69 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 4.27 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 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.69 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 4.71 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= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.71 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.69 **************************************************************************** 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) = UPSTREAM ELEVATION(FEET) = 105.19 DOWNSTREAM ELEVATION(FEET) = 103.70 ELEVATION DIFFERENCE(FEET) = 1.49 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.37 65.00 3.302 = 6. 587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = Page 4 0.37 2019.10.15_18089_EX100.txt **************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.09 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.70 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 93.00 CHANNEL SLOPE= 101.26 0.0262 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.17 100 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) = 2.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 3.73 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.77 COEFFICIENT= 0.8 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 4.06 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 5.17 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 4.43 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 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.32 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.43 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 4.66 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.10 = 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) NOTE: RAINFALL INTENSITY IS BASED ON Tc GENERAL COMMERCIAL RUNOFF COEFFICIENT= = 6.587 = 5-MINUTE. .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.21 TOTAL AREA(ACRES) = 1.0 92 = 0.8000 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = Page 5 1.11 5.53 -.. --- ------ ----• -• • • -------- ---- ---.. -----.. .. - -------- - --.. --.. .. - .. - 2019.10.15_18089_EX100.txt 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 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 4.97 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) NOTE: RAINFALL INTENSITY IS BASED ON Tc GENERAL COMMERCIAL RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 92 = 0.8000 = 6.587 = 5-MINUTE. .8000 SUBAREA AREA(ACRES) = 0.20 TOTAL AREA(ACRES) = 1.2 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 4.97 1.05 6. 59 **************************************************************************** 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) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.59 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 5.03 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.562 GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.38 TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 5.03 92 = 0.8000 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.99 8. 56 **************************************************************************** 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)<<<<< Page 6 2019.10.15_18089_EX100.txt ELEVATION DATA: UPSTREAM(FEET) = 92.29 DOWNSTREAM(FEET) = 81.23 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.30 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.05 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 = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.74 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.16 LONGEST FLOWPATH FROM NODE 2.07 TO NODE 2.14 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 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.) = 5.16 RAINFALL INTENSITY(INCH/HR) = 6.45 TOTAL STREAM AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.56 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 6.69 2 8.56 Tc (MIN.) 4. 71 5.16 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 14. 51 4.71 2 15 .11 5.16 OF 2 INTENSITY (INCH/HOUR) 6. 587 6.452 CONCENTRATION STREAMS. INTENSITY (INCH/HOUR) 6. 587 6.452 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.11 Tc(MIN.) = TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 2.01 TO NODE AREA (ACRE) 1.27 1.63 RATIO 5.16 2.14 = 1 814.00 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 Page 7 .. --.. --- - ------ • • • -• -- ---• ------ • - -... -- - -- • ---- -- -- .. ·• .. 2019.10.15_18089_EX100.txt 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.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.21 1.937 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.17 100 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) = 1.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 3.21 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.46 COEFFICIENT= o. 5 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 3.73 98.41 0.0292 2.42 2.63 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 299.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0 . 5 TC (MIN . ) = 2.63 END OF RATIONAL METHOD ANALYSIS Page 8 3.21 -.. ----------- ---- - -- - -- - HYDROLOGY STUDY BMW OF CARLSBAD ATTACHMENT 3 Proposed Condition Map & Hydrology Calculations ENTIRE PROJECT SITE .. '\c1; ~~-U NE ···.-:::~ -,:::.::• ULTIMATEL y DISCHARGES TO . <i' · · 1811 RCP (1350-D) CITY STORM DRAIN SYSTEM ... ·."•' , , . . .•• <~ _•,-,:;;· ··: -~t~ --~ =i w, ... 7 -·~~~~!~~□) "'-'-"'--=·' ~'"'. = ='"' : ~ ~ =-:--" ' --'{ . · c, '1 ~~~~.'..:::~~--..... ;.·~ ... ~~~o.~;.;:D...;-~E.;;.:: .. ~ .... 1r· 5 .~;:;;;0.~3.• ... :.□.: ...... : .. :.~.-.. ··.·.·.•.··.·~.-:•"·;;~t-~ :~~:::·::;.;:;~~~f ::~:;.ii,+,~RAJ?,i" ... • ' .... ..:.-CY..<" • )~ -~-~ --•• •. __ ,, .. -··-· ........ .: . .:;,, ... :::::.::.::--..,:_.:..,.:..,,,.,.~:~ ..... ;.»\..-.., \ I I 1. ~! I I I I I I I I I I ~ ~ ' t -~--;, .... :/ ,. 2 ~-~-;~ 0. I 0.06 ' ROOFTOP PARKING -·",;.;., I I I . . ,,.,.-· .f.(): I ' ,, t. -----_ba__;' L -➔Lf->:·; ... ~ ... M .... I i ! I I ll-------------------------------~----------------1 ,. 2K3 I @) : .. =:c-0.3 ! 2F -~j : t----l)· o.37 . ' .. _l ' • --------... -.. 4 .79cf 3.09c s l.------r,--v k-------.---..-~p~-,..~--:~•~ . - I -0'\ I . . .. . J.;.!.> •• '-=.'-=•;..,.· ..... •,'-'-',;.; • .-,.::..::,;..,,,,:;;· --· -.;,-------~----- I I I .J.._ I D LINE 1350-D)\ x~ ::,-,::· .. ::,,--:: ... :· I / I ~ I $/ ~ .... i~ .. i < ~ I' t '1 ···0·······''··' LEGEND: I I ASPHALT I· . • .• -I CONCRETE I I BUILDING/ROOF AREA I· .... -. -) LANDSCAPE I: , .. !, t ; I PERMEABLE PAVERS [:-tc!.;::.~:;,:'.~~J BIOFILTRATION BASIN ~ BIORETENTION BASIN DRAINAGE AREA (DA) BOUNDARY ---DRAINAGE SUB-AREA BOUNDARY -so -STORM DRAIN LINE (SOLID) ------STORM DRAIN LINE (PERFORATED) ----PROPERTY LINE ffi DRAINAGE AREA ID SIZE (ACRES) ---FLOW LINE W/ FLOW DIRECTION (XX.XX EL.) EXISTING ELEVATION XX.XX EL. PROPOSED ELEVATION PREPARED FOR: AUTONATION INC. 200 SW 1 ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: />:iAY PATEL 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 ___ 1 GRAPHIC SCALE SCALE: 1" = 50' <I) c,, 0 C: ·o ... 0 'CJ <I) V) 0 a. 0 ... a. I CD ..., f! .J::. X w >, c,, 0 0 ... ~ I I Ol co 0 co < c,, 0 0 ... ~ 7 ~ () 'CJ 0 ..0 V) .::: 0 01 3: :::::; ml C: 0 :;; 0 z 0 ..., :, ~ I + () Q'. ~ a. (/) I Ol ----------------------4~ co / HYDROLOGY EXHIBIT B: co 0 PROPOSED DRAINAGE AREA MAP N L...-----------------------,~ BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 ..., 0 <I) ·o ... a. / vi HYDROLOGY CALCULATION SUMMARY (Using San Diego County Hydrology Manual and AES) Storm Event 50-yr 100-yr 6-hr Precipitation (in) 2.25 2.5 24-hr Precipitation (in) 4.00 4.25 CHECK: P ,/ P •• = [46"·65") 56% 59% Hydrologic Soil Group B PROPOSED CONDITION: AES Data Input: Drainage Sub-Area Elevation Flow Length Slope AES Nodes ID (SF) (AC) Up Down (ft/ft) (ft) DRAINAGE AREA 1: flows to 11ublic ROW on Cannon Road [20" im11ervious area) lA 2,811 0.06 102.00 97.67 82 0.053 1.01 ➔ 1.02 1B 12,940 0.30 97.67 87.89 367 0.027 1.02 ➔ 1.03 IDA-1 15,751 0.36 AES Output/Results: 50-r,ear storm Action t... ... tc 0... (min) (min) (ds) initial sub-Area 6.74 6.74 0.11 flow through sub-area 2.87 9.61 0.44 9.61 PROJECT: BMW Dealership LOCATION: Carlsbad, CA DATE: 10/17/19 100-r,ear storm Q,...k t.. .... tc o... Q,..•k (ds) (min) (min) (ds) (ds) 0.11 6.74 6.74 0.12 0.12 0.53 2.88 9.62 0.49 0.59 0.53 9.62 0.59 DRAINAGE AREA 2: flows to onsite BMP(s) [DA-2 = general commercial land use, exce11t roof areas 2E, 2F, & 2G -100" lm11ervious] 2A 4,643 0.11 103.90 102.75 50 0.023 2.01 ➔ 2.02 initial sub-Area 2.89 2.89 0.52 0.52 2.89 2.89 0.58 0.58 2B 27,786 0.64 102.75 100.70 164 0.013 2.02 ➔ 2.03 flow through sub-area 1.03 3.92 3.04 3.56 1.04 3.93 3.37 3.95 ---... --97.47 93.15 262 0.016 2.04 ➔ 2.05 pipe flow (12" PVC) 0.61 4.53 --3.56 0.59 4.52 -3.95 ... ... -------------2.05 ➔ 2.05 confluence 2 streams ---------------------... 2C 2,494 0.06 104.00 102.50 74 0.020 2.06 ➔ 2.07 initial sub-Area 3.67 3.67 0.28 0.28 3.67 3.67 0.32 0.32 20 19,987 0.46 102.50 101.50 129 0.008 2.07 ➔ 2.08 flow through sub-area 1.10 4.77 2.18 2.47 1.06 4.73 2.42 2.74 --... --97.68 93.15 61 0.074 2.09 ➔ 2.10 pipe flow (6" PVC) 0.08 4.85 ... 2.47 0.07 4.81 -2.74 --... ... ... ----2.11 ➔ 2.11 confluence 2 streams ... 4.85 ... 6.02 --4.71 --6.69 -----... 85.15 84.45 72 0.010 2.11 ➔ 2.26 pipe flow (12" PVC) 0.16 5.01 ---6.02 0.14 4.95 --6.69 --------------2.26 ➔ 2.26 memory bank 1 ----------------- ... ... -----------2.26 ➔ 2.26 clear main stream -------------... ... 2E 7,312 0.17 138.50 137.10 70 0.020 2.12 ➔ 2.13 initial sub-Area 2.75 2.75 0.88 0.88 2.75 2.75 0.97 0.97 2F 16,262 0.37 137.10 133.50 180 0.020 2.13 ➔ 2.14 flow through sub-area 1.06 3.81 1.91 2.79 1.04 3.79 2.12 3.09 --... --132.50 130.50 160 0.013 2.14 ➔ 2.15 pipe flow (12" PVC) 0.44 4.25 ---2.79 0.43 4.22 --3.09 2G 34,153 0.78 -------2.15 ➔ 2.15 addition ofsub-area --4.25 4.02 6.81 -4.22 4.47 7.56 2.15 ➔ 2.15 user specified data --6.59 ---6.81 --6.47 7.56 ---... ---------... 2.15 ➔ 2.15 memory bank 2 ----------------- ---... ... ... --... ... 2.15 ➔ 2.15 clear main stream ---------------------... 2H 3,148 0.07 103.40 103.00 54 0.007 2.16 ➔ 2.17 initial sub-Area 4.39 4.39 0.33 0.33 4.39 4.39 0.37 0.37 21 15,228 0.35 103.00 102.50 80 0.006 2.17 ➔ 2.18 flow through sub-area 0.78 5.16 1.63 1.95 0.75 5.14 1.81 2.18 -----... 97.33 93.27 410 0.010 2.18 ➔ 2.23 pipe flow (12" PVC) 1.33 6.49 ---1.95 1.29 6.43 -2.18 -----------------2.23 ➔ 2.23 confluence 2 streams ... ----------------- 2J 2,132 0.05 105.60 102.50 48 0.065 2.19 ➔ 2.20 initial sub-Area 2.01 2.01 0.24 0.24 2.01 2.01 0.26 0.26 2K 14,589 0.33 102.50 100.58 168 0.011 2.20 ➔ 2.21 flow through sub-area 1.33 3.34 1.57 1.80 1.31 3.31 1.74 2.00 ------97.41 93.27 44 0.094 2.22 ➔ 2.23 pipe flow (6" PVC) 0.06 3.40 ---1.80 0.07 3.39 --2.00 ----------------2.23 ➔ 2.23 confluence 2 streams ---6.49 ... 3.47 ---6.43 --3.88 ... -----93.27 93.15 13 0.009 2.23 ➔ 2.24 pipe flow (12" PVC) 0.04 6.53 ---3.47 0.04 6.47 --3.88 ---------2.25 ➔ 2.25 confluence w/ mb2 -6.53 -10.28 --6.47 -11.44 ------85.15 84.45 41 0.017 2.25 ➔ 2.26 pipe flow (12" PVC) 0.05 6.58 --10.28 0.05 6.52 -11.44 -------------------2.26 ➔ 2.26 confluence w/ mbl ---6.58 ---15.34 ---6.52 ---17.08 I DA-2 147,734 3.39 6.58 15.3 6.52 17.1 DRAINAGE AREA 3: flows to 11ublic ROW on Auto Center Court [40% im11ervious area] 3A 2,722 0.06 101.50 98.42 36 0.086 3.01 ➔ 3.02 initial sub-Area 3.12 3.12 0.18 0.18 3.12 3.12 0.20 0.20 IDA-3 2,722 0.06 3.12 0.18 3.12 0.20 DRAINAGE AREA 4: flows to 11ublic ROW on Car Count!)! Drive [20" im11ervious area] 4A 1,062 0.02 103.25 100.50 78 0.035 4.01 ➔ 4.02 initial sub-area 7.52 7.52 0.03 0.03 7.52 7.52 0.04 0.04 IDA-4 1,062 0.02 7.52 0.03 7.52 0.04 TOTAL 167,268 3.84 ---16.1 --17.9 2019.10.17_18089_PR50.txt **************************************************************************** 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: SO-year Storm Event * ************************************************************************** FILE NAME: 18089PR.DAT TIME/DATE OF STUDY: 10:10 10/17/2019 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 / 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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 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 Page 1 -----.. ------ --- ---• -------.. -.. ,. ----- • • -.. .. • • • • • • -- --- .. - • .. .. .. SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2019.10.17_18089_PR50.txt 0.11 0.06 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 367.00 CHANNEL SLOPE= 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) = 3.890 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT= .3800 SOIL CLASSIFICATION IS 11 B11 S.C.S. CURVE NUMBER (AMC II)= 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.33 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.13 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 9.61 87.89 0.0266 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0. 30 SUBAREA RUNOFF(CFS) = 0.44 COEFFICIENT= 0.4 o. 380 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.52 0. 53 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 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 103.90 DOWNSTREAM ELEVATION(FEET) = 102.75 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.52 50.00 2.893 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 164.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 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) = 2.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.65 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 3.92 Page 2 100.75 0.0122 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = 2019.10.17_18089_PR50.txt = 0.64 SUBAREA RUNOFF(CFS) = COEFFICIENT= 0.800 0.8 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 3.04 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 3.83 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 3.56 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 214.00 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) = 97.47 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 262.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 3.56 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 4.53 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.05 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.53 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.56 1 **************************************************************************** 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 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 104.00 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC SUBAREA RUNOFF(CFS) = 0.28 74.00 3.671 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE 2.08 IS CODE= 51 Page 3 -----... ---.. ------.. -• • .. -.. -.. -.. .. .. .. .. -... -.. -• • - • .. - • .. .. • -- -- - C - - - • - 2019.10.17_18089_PR50.txt >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 129.00 CHANNEL SLOPE= 101. 50 0.0078 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 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) = 1.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 4.77 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.46 COEFFICIENT= 0. 5 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 2.18 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS . END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.66 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 2.47 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.08 = 203.00 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) = 97.68 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.56 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= l PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 4.85 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.10 = 264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 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.) = 4.85 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 NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) Page 4 AREA (ACRE) 1 1 2 3.56 2.47 2019.10.17_18089_PR50.txt 4.53 5.928 0.75 4.85 5.928 0.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM RUNOFF NUMBER (CFS) 1 5.86 2 6.02 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) Tc INTENSITY (MIN.) (INCH/HOUR) 4. 53 5.928 4.85 5.928 ESTIMATES ARE AS FOLLOWS: = 6.02 Tc(MIN.) = 1. 3 4.85 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.11 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.26 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 85.15 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.02 84.45 PIPE TRAVEL TIME(MIN.) = 0.16 LONGEST FLOWPATH FROM NODE Tc(MIN .) = 2.01 TO NODE 5.01 2.26 = 548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 13 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 138.50 DOWNSTREAM ELEVATION(FEET) = 137.10 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.88 69.99 2.749 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = .8700 0.88 **************************************************************************** FLOW PROCESS FROM NODE 2.13 TO NODE 2.14 IS CODE= 51 Page 5 ------- ----- - -., .. -• ---.. -- -• -.. ---- .. • - • • • .. - • - - -.. - ... .. - .. 2019.10.17_18089_PR50.txt >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 137.10 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 180.00 CHANNEL SLOPE= 133. 50 0.0200 CHANNEL BASE(FEET) = 5.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 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 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 3.81 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = o. 37 COEFFICIENT= 0. 5 SUBAREA RUNOFF(CFS) = 0.870 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.19 1.91 2.79 LONGEST FLOWPATH FROM NODE 2.12 TO NODE 2.14 = 249.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.15 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ======= ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.79 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 4.25 LONGEST FLOWPATH FROM NODE 2.12 TO NODE 2.15 = 409.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 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. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS 11 B11 S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.78 TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 4.25 98 = 0.8700 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = .8700 4.02 6.81 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.53 RAIN INTENSITY(INCH/HOUR) = 4.99 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 6.81 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 10 Page 6 2019.10.17_18089_PR50.txt >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 13 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.16 TO NODE 2.17 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) = UPSTREAM ELEVATION(FEET) = 103.40 DOWNSTREAM ELEVATION(FEET) = 103.00 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.33 54.00 4.386 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 2.17 TO NODE 2.18 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE= 102.50 0.0063 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.806 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.) = 1.71 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 5.16 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.35 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 1. 63 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.10 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 1. 95 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.18 = 134. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.18 TO NODE 2.23 IS CODE= 41 Page 7 -.. ---.. .. -.. .. -.. -.. -.. -.. -- --.. -.. ----- .. .. .. • .. • • • -... ... - - -... - - - 2019.10.17_18089_PR50.txt >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.33 DOWNSTREAM(FEET) = 93.27 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.15 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 6.49 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.23 = 544.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.23 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.49 RAINFALL INTENSITY(INCH/HR) = 5.01 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.95 **************************************************************************** FLOW PROCESS FROM NODE 2.19 TO NODE 2.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 105.60 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 3.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC SUBAREA RUNOFF(CFS) = 0.24 48.00 2.009 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.21 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 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 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.11 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 3.34 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.33 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: Page 8 100. 58 0.0114 1. 57 1.80 2019.10.17_18089_PR50.txt DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.38 LONGEST FLOWPATH FROM NODE 2.19 TO NODE 2.21 = 216.00 FEET. **************************************************************************** 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) = 97.41 DOWNSTREAM(FEET) = 93.27 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.46 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 3.40 LONGEST FLOWPATH FROM NODE 2.19 TO NODE 2.23 = 260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.23 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.) = 3.40 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.80 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1. 95 6.49 5.010 0.42 2 1.80 3.40 5.928 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 2.82 3.40 5.928 2 3.47 6.49 5 .010 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.47 Tc(MIN.) = 6.49 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.23 = 1 544.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.24 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.27 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= l PIPE-FLOW(CFS) = 3.47 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.24 = 557.00 FEET. Page 9 -... -... --- - - - .. .. ---.. • -.. ------- .. .. -.. -.. • .. • -- • • • • -... ... .. ·• .. .. • .. • .. - -.. • 2019.10.17_18089_PR50.txt **************************************************************************** FLOW PROCESS FROM NODE 2.25 TO NODE 2.25 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM NUMBER 1 LONGEST -------=-- STREAM CONFLUENCE DATA** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.47 6.53 4.991 FLOWPATH FROM NODE 2.16 TO NODE ** MEMORY STREAM NUMBER BANK# 2 CONFLUENCE RUNOFF Tc (CFS) (MIN.) DATA** INTENSITY (INCH/HOUR) 4.990 1 LONGEST ** PEAK STREAM NUMBER 1 2 6.81 6.53 FLOWPATH FROM NODE FLOW RATE RUNOFF (CFS) 10.28 10.28 TABLE** Tc (MIN.) 6. 53 6. 53 2.12 TO NODE INTENSITY (INCH/HOUR) 4.991 4.990 AREA (ACRE) 0.80 AREA (ACRE) 1. 33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 2.25 = 2.25 = PEAK FLOW RATE(CFS) = 10.28 TC(MIN.) = 6. 53 TOTAL AREA(ACRES) = 2.1 557.00 FEET. 409.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.25 TO NODE 2.26 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ======== ELEVATION DATA: UPSTREAM(FEET) = 85.15 DOWNSTREAM(FEET) = 84.45 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 13.09 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 10.28 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.58 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.26 = 598.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM NUMBER STREAM CONFLUENCE DATA** RUNOFF TC INTENSITY (CFS) (MIN.) (INCH/HOUR) 1 LONGEST 10.28 6.58 4.965 FLOWPATH FROM NODE 2.16 TO NODE ** MEMORY STREAM NUMBER BANK# l CONFLUENCE RUNOFF Tc (CFS) (MIN.) 1 LONGEST 6.02 5.01 FLOWPATH FROM NODE ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 13 .85 TABLE** TC (MIN.) 5 .01 DATA** INTENSITY (INCH/HOUR) 5.920 2.01 TO NODE INTENSITY (INCH/HOUR) 5.920 Page 10 AREA (ACRE) 2 .13 AREA (ACRE) 1.27 2.26 = 598.00 FEET. 2.26 = 548.00 FEET. 2019.10.l7_18089_PR50.txt 2 15.34 6.58 4.965 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.34 Tc(MIN.) = 6. 58 TOTAL AREA(ACRES) = 3.4 **************************************************************************** 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 "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 101.50 DOWNSTREAM ELEVATION(FEET) = 98.42 ELEVATION DIFFERENCE(FEET) = 3.08 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 50 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC SUBAREA RUNOFF(CFS) = 0.18 36.00 3 .116 = 5.928 = 5-MINUTE. TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 4.01 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 INTENSITY(INCH/HOUR) = 4.556 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 11 7.52 -... .. -.. --.. --- - ... • • - • • • -• - • ---- • • -• - -- • • • • • .. • • • • .. .. .. -.. ... ... .. .. .. .. • ... • ... • • • • 2019.10.17_18089_PR100.txt **************************************************************************** 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: 100-year Storm Event * ************************************************************************** FILE NAME: 18089PR.DAT TIME/DATE OF STUDY: 10:46 10/17/2019 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 (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 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 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.) = 6.740 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.433 SUBAREA RUNOFF(CFS) = 0.12 Page 1 TOTAL AREA(ACRES) = 2019.10.17_18089_PR100.txt 0.06 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 367.00 CHANNEL SLOPE= 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) = 4.318 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT= .3800 SOIL CLASSIFICATION IS 11 B11 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.) = 2.12 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 9.62 87.89 0.0266 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = o. 30 SUBAREA RUNOFF(CFS) = 0.380 0.49 COEFFICIENT= 0.4 END OF SUBAREA CHANNEL FLOW HYDRAULICS: PEAK FLOW RATE(CFS) = DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.45 0. 59 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 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 103.90 DOWNSTREAM ELEVATION(FEET) = 102.75 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.58 50.00 2.893 = 6. 587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0. 58 **************************************************************************** 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) = CHANNEL LENGTH THRU SUBAREA(FEET) = 164.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 100 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) = 2.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.63 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 3.93 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = Page 2 100. 75 0.0122 3.37 --- ------- -.. • --.. • .. ---- • • • • -- • • • • .. -.. -.. • .. - -... - -.. • • -... ... • .. 2019.10.17_18089_PR100.txt AREA-AVERAGE RUNOFF COEFFICIENT= 0.800 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 4.26 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 3.95 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 214.00 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) = 97.47 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 262.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.37 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 4.52 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.05 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.05 TO NODE 2.05 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE: TIME OF CONCENTRATION(MIN.) = 4.52 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.95 **************************************************************************** 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) = UPSTREAM ELEVATION(FEET) = 104.00 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.32 74.00 3.671 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Page 3 2.08 IS CODE= 51 2019.10.17_18089_PR100.txt >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 129.00 CHANNEL SLOPE= 101. 50 0.0078 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 100 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) = 1.53 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.02 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 4.73 SUBAREA AREA(ACRES) = 0.46 AREA-AVERAGE RUNOFF COEFFICIENT= TOTAL AREA(ACRES) = 0.5 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 2.42 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.95 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 2.74 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.08 = 203. 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) = 97.68 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 13.96 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.81 LONGEST FLOWPATH FROM NODE 2.06 TO NODE 2.10 = 264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 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.) = 4.81 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.74 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 3.95 Tc (MIN.) 4. 52 INTENSITY (INCH/HOUR) 6. 587 Page 4 AREA (ACRE) 0.75 1 ----.. -- -- • -• .. • .. • .. -• • .. - -.. .. - ----- • • ---.. -------- --.. ... -... • .. -.. • • ,. - • .. • • 2019.10.17_18089_PR100.txt 2 2.74 4.81 6.587 0.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 6.53 6.69 TABLE** TC (MIN.) 4. 52 4.81 INTENSITY (INCH/HOUR) 6.587 6. 587 ESTIMATES ARE AS FOLLOWS: = 6.69 Tc(MIN.) = 1. 3 4.81 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.11 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.26 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 85.15 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.52 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 6.69 84.45 PIPE TRAVEL TIME(MIN.) = 0.14 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 2.01 TO NODE 4.95 2.26 = 548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 13 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 138.50 DOWNSTREAM ELEVATION(FEET) = 137.10 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON TC SUBAREA RUNOFF(CFS) = 0.97 69.99 2.749 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = .8700 0.97 **************************************************************************** FLOW PROCESS FROM NODE 2 .13 TO NODE >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Page 5 2.14 IS CODE= 51 2019.10.17_18089_PR100.txt >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 137.10 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 180.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 5.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 100 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 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.88 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 3.79 133. 50 0.0200 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0. 37 SUBAREA RUNOFF(CFS) = 0.870 2 .12 COEFFICIENT= 0. 5 END OF SUBAREA CHANNEL FLOW HYDRAULICS: PEAK FLOW RATE(CFS) = DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 3.25 3.09 LONGEST FLOWPATH FROM NODE 2.12 TO NODE 2.14 = 249.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.15 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.27 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 4.22 LONGEST FLOWPATH FROM NODE 2.12 TO NODE 2.15 = 409.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 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= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.78 TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 4.22 98 = 0.8700 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = .8700 4.47 7.56 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.47 RAIN INTENSITY(INCH/HOUR) = 5.58 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 7. 56 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<< Page 6 -... -.. -.. -.. .. .. -• -• .. • .. .. .. -• .. • - - .. .. • .. • .. • .. • .. .. .. • • • • - • • ... - --.. --- - • - • .. .. - .. - .. - 2019.10.17_18089_PR100.txt **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.15 IS CODE= 13 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 2.16 TO NODE 2.17 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS 11 B11 S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 103.40 DOWNSTREAM ELEVATION(FEET) = 103.00 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.37 54.00 4. 386 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 2.17 TO NODE 2.18 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE= 102. 50 0.0063 CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.474 GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.78 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 5.14 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.35 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). 1.81 AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS . END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.34 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH 2 .18 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.18 = 134.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.18 TO NODE 2.23 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 7 2019.10.17_18089_PR100.txt >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.33 DOWNSTREAM(FEET) = 93.27 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.18 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 6.43 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.23 = 544.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.23 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.43 RAINFALL INTENSITY(INCH/HR) = 5.60 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.18 **************************************************************************** FLOW PROCESS FROM NODE 2.19 TO NODE 2.20 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) = UPSTREAM ELEVATION(FEET) = 105.60 DOWNSTREAM ELEVATION(FEET) = 102.50 ELEVATION DIFFERENCE(FEET) = 3.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.26 48.00 2.009 = 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.21 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 CHANNEL SLOPE= CHANNEL BASE(FEET) = 3.00 "z" FACTOR= 12.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 0.18 100 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) = 1.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.15 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 3.31 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.33 COEFFICIENT= 0.4 SUBAREA RUNOFF(CFS) = 0.800 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.48 Page 8 100. 58 0.0114 1. 74 2.00 - • • • -----------• -• -• • • ---- ----• - ---- .. .. • • .. • • .. • • • .. - - • ... .. - ""' -.. - - • • 2019.10.17_18089_PR100.txt LONGEST FLOWPATH FROM NODE 2.19 TO NODE 2.21 = 216.00 FEET . **************************************************************************** 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) = 97.41 DOWNSTREAM(FEET) = 93.27 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.20 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.00 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 3.39 LONGEST FLOWPATH FROM NODE 2.19 TO NODE 2.23 = 260.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.23 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.) = 3.39 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.00 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 2 .18 2 2.00 TC (MIN.) 6.43 3.39 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 3.15 3.39 2 3.88 6.43 OF 2 INTENSITY (INCH/HOUR) 5.600 6.587 CONCENTRATION STREAMS. INTENSITY (INCH/HOUR) 6. 587 5.600 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.88 Tc(MIN.) = TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 2.16 TO NODE AREA (ACRE) 0.42 0.38 RATIO 6.43 2.23 1 544.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.23 TO NODE 2.24 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.27 DOWNSTREAM(FEET) = 93.15 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.72 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 3.88 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.47 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.24 = 557.00 FEET. Page 9 2019.10.17_18089_PR100.txt **************************************************************************** FLOW PROCESS FROM NODE 2.25 TO NODE 2.25 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.88 6.47 5.579 FLOWPATH FROM NODE 2.16 TO NODE ** MEMORY STREAM NUMBER BANK# 2 CONFLUENCE RUNOFF TC (CFS) (MIN.) DATA** INTENSITY (INCH/HOUR) 5.578 1 LONGEST ** PEAK STREAM NUMBER 1 2 7.56 6.47 FLOWPATH FROM NODE FLOW RATE RUNOFF (CFS) 11.44 11.44 TABLE** TC (MIN.) 6.47 6.47 2.12 TO NODE INTENSITY (INCH/HOUR) 5.579 5.578 AREA (ACRE) 0.80 AREA (ACRE) 1. 33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 2.25 = 2.25 = PEAK FLOW RATE(CFS) = 11.44 Tc(MIN.) = 6.47 TOTAL AREA(ACRES) = 2.1 557.00 FEET. 409.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.25 TO NODE 2.26 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 85.15 DOWNSTREAM(FEET) = 84.45 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 14.56 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 11.44 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 6.52 LONGEST FLOWPATH FROM NODE 2.16 TO NODE 2.26 = 598.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.26 TO NODE 2.26 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 11.44 6.52 5.552 FLOWPATH FROM NODE 2.16 TO NODE ** MEMORY BANK# 1 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.69 4.95 6. 587 LONGEST FLOWPATH FROM NODE 2.01 TO NODE ** PEAK FLOW RATE TABLE** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.38 4.95 6.587 Page 10 AREA (ACRE) 2 .13 AREA (ACRE) 1.27 2.26 = 598.00 FEET. 2.26 = 548.00 FEET. -.. ------------------.. - .. -----• -• ------ - • • - -.. • .. • • • • ---.. ... ... .. ... .. .. -.. .. • • .. 2019.10.17_18089_PR100.txt 2 17.08 6.52 5.552 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.08 Tc(MIN.) = 6. 52 TOTAL AREA(ACRES) = 3.4 **************************************************************************** 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 "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 101.50 DOWNSTREAM ELEVATION(FEET) = 98.42 ELEVATION DIFFERENCE(FEET) = 3.08 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.20 36.00 3.116 = 6. 587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 4.01 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.) = 7.521 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.062 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.04 END OF RATIONAL METHOD ANALYSIS Page 11 7.52 • - ---.. - ... • ... -... - - --... .. - -... .. HYDROLOGY STUDY BMW OF CARLSBAD ATTACHMENT 4 Storm Drain Sizing Calculations Will be included in Final Hydrology Study. .. --------... -- - - --.. --.. • - .. -- - - .. HYDROLOGY STUDY BMW OF CARLSBAD ATTACHMENT 5 Storm Drain As-Built Plans I Mftlft♦L MOTIi L 2. s. 5. 1. 8. 9. AU. 1101111: SIW.l II[ DOIi£ ACtOll!llN4, TO TN£ AttADY(l) PUIICS All) SP£tlFICATl011S, lit[ ~~r:~o:cg~(JIS C::,=Li; ~r~:" J~NOFIOQl(cills~ STAIIIIAAOS. TffE CITY Of tAAI.SWl SIIP9l.£11£11TA!. 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(619) 438-3367. ~,t ·-., ~ £ ~(~ S. liO l1t££S OR SlRUClllRIS Sl!ALl 8t P\M:ED IN VAltR ll"f CAS!J!!NI VIT!DIT IIIUTTOI ?,9' ~ · ~-~:::=:.::·· •=;;7m .. ..,_ ~ ·~t~~~ .,:/4' c,v, .... ~ .. l. M CQ!TRACT011 SHALL 08TAIN All (lCAVATIOII PflfllT fllOII TIIE OIVIS[OII Ot IIClUSTIUAI. ~ o, ,,,_._.,-.,, SMUY BEFORE NIY EXCAVAflON Al!D SIW.L NlHO[ TO All PIIOYISIONS Of THt SlAT£ -~-CONSTllOCTIOH SMUT ORDERS. --....__ __ / S •• THE IIS( Of AS1mos C£1€NT (A.t .) PIP( AS $HOIIII 011 TIIESE ft.MS [S Al TI<( i OIRECTUJI Of TII£ COSTA R{Ai. IUll(IPAI. IIATER DISTRICT. IIOlT( A!IO ASSOCIATES ACC.l'TS NO llAllll.lTY FOR TIil UU Of A.C. PIPE, OIi ANY 0Tlt£R ALTEAAAT( lfATERIAl TIIAT 1ff£ DISTRICT MAY ACt[PT. ,. CONT'MCTO!t $MAL\. ,uaMJT TO WATER DIST'RICT EN61WEE!t !'Ok llJ'l"'l'(HIJ. A PlAN AAl!J.tal/»l!<E N.19'/Zlllll'#VllHJ:fi'Aff.? NJ/;'//# AISIIPIIJ'/ .MIPIFJKD .!7(·/118,' HEW ,o/,#E. 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ALL HAINS SHAI.L 8£ COKSTllUCTIO WITH A TMR£E•fOOT (3') "IWIIUI 0£'1'11 fO TOP Of PIP( IM PRIYA1£. Slllf(!S, 111\XIIQI D(l'Ttt Of lllELVE·fttT (12') TO TOP Of PIP[, U!flCSS OTIIEIIIIISE APPRDVEO. Ai.L SEWER LINES ANO APl'URTCNANCts SIIAL~ IN51'£ClW AICl APPl!O'/Ell 8Y 1"£ £11(,ffff[RUU: IHSP(CTCR !'IUo« TO BACl(l'llllH&. ALL. PIPES SIIAll KAYE A FOUR-INCH (4') IIINl!l!JM Clll!SIIEO IIOC~ 8EOOI~ tH i'<COl!O,\Ilt:E Wllll TH.£ APPIUll'IIIATE ST'~ DAAlll!IG. 5. ALL lATEJW.S SIIAll Bf Crt!STRIJGIEI) 10 A l!TM!IUI FIVE-root (5') DEPTH (TO TOP Of PIPO AT PROrom UME 00 SHA!.l 8{ Cl.EAR Of ORJYf.WAYS. All lAT(RAl$ Sl<ALl B£ CLEARl.V MARJ(El) WITH All •s• OH TllE Cl/RB AflD Sl!All BE SllOW OH THE R~ORO OAAWl"'5. 6. 7. 8. g_ All ACC(SS 1101.!S StW.l 8( PATC!IEI) VITH •HOT !Ill' A.t. EQlllVAl£NT TO TIit ROAD SCCT!Olf (6' lll~ltOI). CLEAH•OIITS Sllllll BE INS1At.Llll OH All LA.TtAAlS AT 'HC PROPl:RTY LINC USWG A I/YE CO!!NCCTION IN ACCORDAW:E ~llff l'll£ ~QIIIRElIDllS OF OIE EIIGl~EtR!IIG INSPtCTCff. Tl«l (l) SETS Cf CIIT Sll!ilTS SIIAl.L 8{ PROVIOeD TO THE UIGlN£UING IIISPECT~. P1t!OR TO I\CCEl'TAIICC Of' AIN S£\IEA UNE SY Tff£ CITY, Al.L HAINS Sl<All B£ FlUSH!ll CLE.lM USIIIG THE '11.t.YNC-8All. ttrniOO 00 MANDRHl TEST£0. 10. ~,~:c~sF~l 8£ & IIICll ,.,.,. SU AT A NIMIIUI 6AAO£ Of~ Vrlff A MINIIUI /{ s- SNCIA&.NOTH KEY MAP SCALE' 1•• 10()• JYiJ.JP NIJ. NI C) 11/0 IQ) ~ llil! CVl SlO!'t , 2:l Fill SLOPE 4.C. ?V""T. OYER CL II A.8 .•. 6' CURB •.• 6• HP! 'C' tURft A1ill WTT[R •.• 4• TYl'f '8·1' M(DIAH CURS ..•. OECOAAT!V£ CO!ICRETE (11£0. ~'fll'1l 4' Ci,icRET( SIOEIIAlK • • . • R£G \lQ M NQ • SEE TYP. SECS., SliT. 1 • G·l . ·"'··· • G·-6 ••• ,CfUHO!(:Af't61l11£111ES-. .. . G-1 . 4• rolatETE lltD!AA l!Al8T. ACCESS PVM" T. G-7 • 1-1/2' COIICRET( ca,n 0/ll . • C-14 Tl'PE 'D' TRENCH ~SURfAC-ING • • • C·U TlPE 'C' P[OE:STRINI RMP • • • . C~T!l'klS 0\16: 116-8 : •. A!ICIIO!! WE FOU!iOAT')lf T'IPE STRfEl LIGl!T STA'!OAR!) • E·I ~ -··C COl!TUM)US IIAARIW . "·9 • .!~IL.A STREET NOTES l. 3. s. 6. 1. THC STRUCTUAAL SECT!llli S1tOi1N ON TU£ PLAM$ IS 1": ll!ttl!!UII SECTION RC®IREO 8Y TI1£ cm. ACTUAi. STRIJCTUAAl Sl:CTIM$ Wlll 8( ll£TEIOl!Htll AmR Tff! "R' VALUE TEST HAS 8££11 COIU)IJ(TEO BY A (IUALIFIEO SOILS EJIG!NEER ON THE ~EMllfll SW&ISt IIATERJAl. THE 'R" VAUJE lEST ~Ill) i'JIGIUEEREO SIIWClUAAl SCttr(ll; NIJST 8£ APPftOVEO SY T!fC ENGINEERING INSPl'CTOR flllllR TO 1)1£ IIISTALlATIOH or BASE All!) PAVING 111\lERIAlS. STRIJCTIJAAl SECTIONS OIF(ERIHC fRllll TIIE HIRIHIJII SHALL BE NOTED CH THE RECOR!) OAAW!ltGS. A lU!'.IIT,Of-V>Y PUNIT IS RfQIIIRf.l> fllOll 1~E (ll&lWEFillllG D£PAATIIENT PRIOR TO STAAT OF AAY CONSTIWCTION WllfflN CITY RtGHT·Of-WAY. snEET LllltlTS SHALL B( INST/ii.LEO AS S1«J1114 OH TH£ PLAHS. UIIOE~ COlll'1IT RUNS. SERVIC£ POINTS N(I) tWIIHtOI.ES SHALL 8E SHOWN OH M RECORD PLANS. ALL UIIOER$ROOHO UTILITIES NI!> lAUl!AlS $!!All BE lMSTALl£0 PlllOII TO COIISTl!UCTIOII Of Clll>:IIS, C.ROSS GUHERS OR SURfAtlNI. Of STRtETS. STORN DRAIN Pm SHAU BE R£1NfORC(D COIICRET£ Pll't Willi A !UNIIUI O,HWl Of l ,lSO OIi AS8f.STOS <E~E#T PIP£ WITH A. IIIN!!UI D·lOAD Of 2,000. hWff .,1,y,?,t.tNt'/;lff.f 1i"V/Jr.f A'~ I/A#INl'Y n1 /7/£ uw· N" ,t✓.llll'n.J' q,;«,vr A'PJ: IIHUlCHAIR AA!WS S!IAl.l 11< IIISrAllED Al CURB RETl>ll!IS 9£R REQIIIRfHEIITT Of STAT£ 1/fflFOrul BU!lD[!IG coot, llTLE 24. SIREET SIIRVEY IIO!ftJM1il • • M--10 • • SlR[ET !WE Sf~ $' COIICR(IE MTtR • • • • SEE OH, , . -,.,f. 2 "'3" SIOl?WAU( VNDEl<l'ffAW. • • • • • • • • D-Z7 • , A.C.P. IIAT£R !IAIII (Cl. lSOJ(Sll( SIIOIIM 0~ P!.MSJ .•• 11-zt . t• VATf.Q SERVICE •••••••.. 6" FIRE HYDRANT ASSet!LY .••••. GATE VALVE [SIZE :illOlllC OH PlAHS) ••. ••· ·•. 6•. 9• I' AIR·VACUIM Vt,LVE ~.SSEtlBtY • • 11• . I' l!Alll/At A!~ RE,£,$£ ASS(NSLr ••.• n• . 2' --•L AIR RU£itS£ 4SSEl!!lY • 14' . 2' BLOW OfF A5SO!el Y • • • , • a· X. 2' nRE MID IIA.fU SERVICE . 1◄• . 5£{ OP 'A', SHT. 2 R.C.P. STOM 'IU!N (SIZE Sl<OIIII OH PUHS_. .. Il-60, D •· TYPE '8' C1ll!I II.UT • • • • • • • O·l: . IIOOlfl[O J'IPE 'f' ~TCH BASIN ('t'. •1· SH(,-), Oil P'.Al!S) TYPE 'A,4' STOltM DRAIN ~ [~HOUT . D•9 . T¥P£ •9• SfAAlr;!fT "fAIJWAll •.••. 0-12 WHIG -••£· HVCVALL • • • • . 0·3• !i + ~---- ~ F't-P'I.,;""' .,.7_'=' ~-~ STR([T Tll.!:ES Sl!Af.l Sf lNSl~llEO AT AN AV(AAGE INTERVAL HOT 10 UCEtD OH£ (l) TREE PER FORTY-FOOT (40'') Of fl!Ol(II\GC. lREES SllAl.l 8£ i'LA.IITTO !N COllfORIWiCE WIT~ t!TV Of CARlSl3AD STAIIDAAD 65•8 AHO TH£ REQIIIRIMNTS Of TH£ PAAl(S AIIO l!ECREAllON OJR[CTO!l. TIIEES AA, TO BE Pt.ANTEO 4 M!Nl!UI Of FOUR•HfT (4') Fl!Ot THE EOOE Of THE S!OOIAU. TYP{ , ROCK R!P AAP CNE~Y DtSS!HTOII • 0-40 COIICR£T£ LUG • • • • • • • . • • • . r-ol ~~ 9. FIRE KYCAAHT IWllC£RS SIIAl.l at PlAUO Ill Ttl£ STREU MIJACEHT TO All NEW AHO a1sr1HC flRt KYlllWITS !II CfflfOM\IICE WJTH R{QUIR0£WTS Of SAN DIEGO lttCIOIIAl STAl~RO N-19. Ttll: !',!Wl£ RATts 00 UNIIT"S Of VERTICAL CURVES CH THE PIIOl'ILE lEl'T 011 R!Qtf Gt CEIIT£111.lllt THROUGH CURVILIIIEAR POltTIOIIS Of ST1l£ETS AAE -FOR RfJUEffct OlllY. SRAO( RAUS AHO LEll&TIIS OF VERTICAi. aiaviS AR£ AP9l!CA8U AT THE BAS{ LIii£ OICI.Y, I.E., TME COITC!tt.mE OF STREITS. cm <J! ~ llWIOO 11).s, 246-8, 166-9, U7-1 HNCMMAlttt IE$IGll,TIQI: 0 C 0151 ASSESao,is l'AIICIL NO.• El!:Sall!'11CJI: 6' lVl' ~ 111::o 1'11:n! OISI( m'ftD CC 15\ !....t. r=n~, ~ ~ II.VI>. & AI&SF R.R .• O.J =·=et· ®NJ! ID\D, 156' N.Jti'll OF R.R. O'DSS~. lUXXllD na-1: <XXN!'Y OF SAIi nmn, ll!P~ Ol' TP.>.t~TICr•. \.1'.Kl"la.l. a:.tmn. !Y\1,\ l!(Xl(S. l!ll\lAT!al: 43.1,43 OA.1"<: 11.$.C.1, C, OA'ID). M.S.L. •0 .,_....-,,n.,,__ 'lll.El'IOf!, (619) 273-~)9 t./,i./88 0.....,./NMIITTft- ' ' ==> ~'- CAl!LT1IS l1VtLCIIEIT <.QB.ff 4401 11!Y.Jam A'MIS • sum 206 ; DCI!II'tAS,.: ,_Jrol(IA 920» (619) --; f ~f F.ll's, 10 f.nDol.'6()(1 tll,UlltCF 2 U!'s. W!INI~ SPltMa.m:D:::E<£._F.:r1.&wµ;--ru1 ~ VICINITY MAP Cc6cno<'.ou1Ci dCMI,,._ ~~-~ IS DAT£ HO SCALE ~-~ I -2 ,, fl ; -r u li ii f I I I I{ \ I ', l ',· .._J,. I f:()R COIIS[R'oJCTlOM W11HIN CACI'~ ~ RIG#T ,X: WAi_·f_ SF.e• ENCROAC/fM£NT Pf!l?MIT t,.'0.7).:fi!J,~ DtrTED M,#Y. z l'f.N., I.") ) "AS BUILT" 4.JL/!fl4. 4~ RC£ ~ 'f'IJ'. ..1:1.l!.f.:v D~E RE.w...-w II~ "'~·;;l;11 .LOT NO, 7492 CANNON ROAD 'scALf: 1•,~ NI 0 20 <0 _./ '✓ .J L llll0l£ r'!ll\M: d All Jllt!ITS SH.Ill ee 'JEi If.I Cl.AS'!> "C· l ill. P!!E£AST COWDtEl1lS SHAU. 'I£ MA\lUfACT1JREt) IN..a::rRDA . AS.tM. 0418. W~c»' Qll!E 5lml.ll!lf!ON -~ IRSIKWI\SIDE(lf ~ 5\IP.Ll t!e ~C-3000. b tC'l10N5 Sl!AU. f£. USl:O M'l!IIN D\MB/SIDN ' ! . ~en 11,1 ~ Of PIIEF-ERENCE USTEI): I'. A ~ ( CIIED FCR. PIPE IF DIME»SION .,.._ i, ' ~-/!I, ! '(. Of ~11• L_i_ 0, M). f l'l~i51¥11.L l'!f AU. MAN ~ l!Ol€S SHAU. 1.· fa( Sl'AAl61fT l . ! P.!ECIJT. IF ' '!lie' 61'.AOl' Oft II ':l• TIE f'll'f: , sa:rJai 5ffAU. !f I PIP!: 5EQ10NS , 111E5E iWO 5ECTICIIIS fDRt4 11E MAIi~ IN AMAN.I/ER 'T!IAT WI i INTIIE P1PE ~ ,-\. MlfJlM!Z.E ITS EX -.:-:~·=._z-·-ACES IIIR!Lf ~Lt : ~OVIOffi A~ 0 AU.L MANllOUS. ' CANNOIJ VJlAO -'B.'JfR ION,.g:i · $ OF ALL ~MOLE.~ t:o\lE)t~~- C!II-OR!Of S!UTS. ~4cJ..e»,.'flt!, $1WJ..l!E il'IONSFOR Pl,Jeuc, · KS ASSOC., ,olJTljl:RM . .UO--Z. nlC PUSflC LI ClF!el> IN S&.nOtJ , CA.JONS. AU'E/W,\Tf a lOO-· . 5PECJFI co -~ ~= ::,..__ __ "'-'=A::.:~~-'-'-"--,:=.~-OL;..c.· -C-·'--•✓ ,> ... ~ . : CWlM,GRA'i lnlf4 lt>/ 611. 2500 ~ ~t5 &4== ......... -.. • tRUNK $5W5, .• . J'.'l«c..r-~ _,....._,,~· ; ; llJIY: NE'SS.'_ 1500 1'51 OIi NO Eff8l WI QIA~'r • 4!,0015!. . 5l 511€RE O I? WBGRTLOSS .01 li\W(~ .on, 511//HR ! .03'8 /J.S. PE CCRm,1011 f!ESl>!llltr, BM~ Nl6m IM!'ERMEll~J11 fii!!IT1 CITY OF CARLSBAI)_ 1•11EJTtl 1--+--+-------------t---t~ tllOINU "'"0 Ot:l'loltTWrllT /6 Pl.ANS FOR THE IMPROVEMENT OF: CANNON ROAD 1. STORM STA. 2J+OO TO STA.Jf)+50 --z CMWO 8?:,ZOZ ll I ()fCOf?ATl'IE .P. ' MEW<N Plf.l,f'T. ;w•SJC.,l(.J. /I'.., se WATER DATA s M@IMl rAPM Pelt S11J. OWGJ;$•11 • 1.1o~•w44•w -1 zu,· 'l#.Ut~-4) ilf- NO. 0ELTAOR8RG, RADIUS L£1tGTH s1a-m'.IS1E 1!'5(}.0(r JJ()lf'~•zrw -4().0/'.. • ... • . , ,If ! -~,,.~ M«)IAAJ/J/Jsell.MEPSSTIJD/l$.G!·lf tP1Vf!EG•cu~•671. s w 81' n •w 19.4/J' tS'l(~.r. • ,; ?J♦.{)4' r?J:J'i' GC1./I!' • , 5 //'41'11'W 1,_(J()' Pl!IVATE" •" ~ j CMWD 87-202 r I l i r ! 1 I L · l I '~ i ~.---~ , i • I • 1: SUWIYISION BOUNOAIN C RB 0A TYPE '0-l'l'r1EtU2: CAR COUNTRY DRIVE SCALE':~• ~4()' NI C'MJVD !!J.-2()2 \ • • 1. 1( J l i l • ! I ' i 1 I ......:-1 •. ~ \;· ~ \. '-)J>;; , !'J:..; ~in '',,, .,_ ~ ~- ,, \. ' ~~, '~:" !>ill<' GU '\ A.T. ~ .S.F. RfGI-IT OF WAY SCALF.: I' • 1/J' r-, I o ro 10 1 ' atv1£WU> ev: l,L J..4, €X/5r/N(; ACP/1/?KINGWr CMWO 87-ZO'l WA eR DATA DELTA OR 8RG. •RADIUS LENGTH REMARKS N0f}•O()'Otnf, ' 44(.26' N"Ct..t$0ACP. REMARKS 8" l(t'.I' ~ONLY I ~fl/ATE ST()~M OAAfN. SEE. DWG. t4.S-ZA lt)<'.4J '°0, 'CURB OATA ~ V .._It-.; ... ~ ~1~ , ~~ ~20' 6EH UTIL. EASEMENT DEOJC(TED ON M~P, C.T87-J OELTA OR 8RG. RAOIUS LENGTH REMARKS N6"'00'00-W 29!J.78' ;6•TYPEG'CIG. .... NOLTE_ and ASSOC!ATES 'l{;'W2'""1'30"==+-,-,00'==-+"'z""a"".84~. ,...._~'--'-....,.,--f ---.. ..... &Ul'JIIQ.\Cl.U......,..... N'!$Z"28'40"W -50..0D' N~":Jf'Z'O"W 50.00' ' A•8rs5'34"W 30' 42.80' ,,,_~,,,,. ;e,-,/4/ff re "(flt-~tu,1• QftfA'.'4: ,~,,,, 0 20 40 110 #.lfr.✓ ;,;;,ur. /'11,-,N CJUPTl ff ISIONS C~WD 87-202 ' 'l I ~. '