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HomeMy WebLinkAboutMS 2019-0003; BMW OF CARLSBAD; DRAINAGE STUDY; 2021-10-18- i - October 18th, 2021 DRAINAGE 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: Cliff Powell Tel: (954) 769-6000 Prepared by: Today’s Ideas. Tomorrow’s Reality. 4121 Westerly Place, Suite 112 _____________________________ Newport Beach CA 92660 Aaron M. Albertson, P.E. Tel: (949) 610-8997 R.C.E. 65513, Exp. 09/30/23 Commercial Development Resources Final Hydrology Study BMW of Carlsbad - i - TABLE OF CONTENTS SECTION I. INTRODUCTION .......................................................................................................... 1 II. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 III. DISCUSSION ............................................................................................................. 3 A. Existing Conditions ................................................................................................ 3 B. Proposed Conditions ............................................................................................. 4 C. Detention Considerations ...................................................................................... 5 IV. CONCLUSION ........................................................................................................... 6 V. DECLARATION OF RESPONSIBLE CHARGE .......................................................... 7 VI. REFERENCES ........................................................................................................... 8 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 C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 1 - I. INTRODUCTION Background/Purpose The purpose of this study is to determine storm water runoff and site drainage for a 50 and 100-year storm event for a proposed new BMW auto dealership in the city of Carlsbad, California. The redevelopment is being completed by AutoNation Inc. The project site is located at 1060 Auto Center Court in Carlsbad and the project area consists of approximately 3.71 acres (161,503 ft2) and the studied area is 3.84 acres (167,268 ft2). The project site is bounded by Cannon Road to the north, Car Country Drive to the east, Auto Center Court to the south, and an existing developed lot to the west. The project site is an existing automotive detail and repair complex with multiple buildings, parking lot area, drive aisles, and landscape areas. The proposed site redevelopment consists of removing all existing buildings, AC paving areas, concrete hardscape, existing storm drain system, and landscape islands adjacent to the existing building. The project proposes the construction of a new BMW dealership with a 1.4 acre, 2-story building with rooftop parking. This will also include new onsite AC pavement parking areas, drive aisles, landscape setbacks, landscape islands, and trash enclosure. Incidental underground utilities, biofiltration basins, permeable pavers, 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. C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 2 - 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 are included in Section 4. Hydrologic Parameters/Assumptions Soil Type: Hydrologic soil ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the soil map from NRCS (see Attachment 1), the study area consists entirely of Type B soils. 6-Hour Rainfall Precipitation (P6): 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 P6 does not need to be adjusted for the hydrology calculations. Runoff Coefficient (C): Runoff coefficients are per Table 3.1 in the San Diego County Hydrology Manual (2003). Time of Concentration (TC): The time of concentration is determined using the Advanced Engineering Software (AES) in conformance with the County and City’s hydrology manuals. Printouts are included in Attachments 2 and 3. C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 3 - III. DISCUSSION A. Existing Condition The existing site is an automotive detail and repair complex with an existing onsite storm drain system. The existing condition consists of 3 drainage areas. All existing runoff ultimately flows to the City’s existing storm drain line flowing west along Cannon Road and discharges to Agua Hedionda Lagoon. See as-built storm drain plans included in Attachment 5. Drainage Area 1 (DA-1) includes perimeter landscaping and the existing sidewalk and gutter in the public right-of-way on Cannon Road. This area is approximately 20% impervious surface. Runoff from this area flows west on Cannon Road into an existing catch basin and discharges to the City’s main storm drain system. Drainage Area 2 (DA- 2) 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. Table 1 – Existing Peak Flow Hydrology Summary Drainage Area ID Area (ac) Q50 (cfs) Q100 (cfs) DA-1  Cannon Road 0.45 0.61 0.68 DA-2  Onsite Inlets 2.90 13.6 15.2 DA-3  Auto Center Court 0.50 2.35 2.61 Total Studied Area 3.84 16.6 18.5 C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 4 - B. Proposed Condition The proposed condition consists of 4 drainage areas. All runoff for the proposed condition ultimately flows to the City’s existing storm drain line flowing west along Cannon Road and discharges to Agua Hedionda Lagoon, same as in the existing condition. The area to be redeveloped will alter the existing drainage characteristics and patterns so that the post-developed condition runoff does not exceed the pre-developed condition runoff for flows durations between 0.10Q2 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 Road and has 20% impervious surface. Runoff from this area flows west on Cannon Road into an existing catch basin and discharges to the City’s main storm drain system. Drainage Area 3 (DA-3) includes a portion of the AC pavement at the southwestern drive entrance and has 40% impervious area. Runoff in this area flows south to the public right-of-way on Auto Center Court and into an existing storm drain inlet at the end of the cul-de-sac west of the project site, same as in the existing condition. This conveys runoff to the main storm drain line running along Cannon Road. Drainage Area 4 (DA-4) includes perimeter landscaping and the ADA ramp along Car Country Drive and has 20% impervious area. Flows from this area discharge to the public right-of-way on Car Country Drive and into the existing curb inlet and discharge to the existing storm drain line to the north on Cannon Road. Drainage Area 2 (DA-2) encompasses runoff from proposed building roof, onsite parking AC pavement, concrete hardscape, pervious paver overflows, and landscaping areas. The land use is considered “general commercial”. Runoff from the rooftop (100% impervious surface) will be captured, treated via proprietary biofiltration device to fulfil LID requirements, and conveyed to an underground detention system for hydromodification management. The remaining subareas will be re-graded to sheet flow to proposed biofiltration basins for treatment per LID requirements, then discharge to the underground detention system for hydromodification management requirements. The two 8’ dia. solid CMPs are hydraulically connected to act as one underground detention system, and discharge to the existing 18” storm drain lateral at the property line along Cannon Road. Unmitigated runoff for the proposed condition increases by approximately 5% and 4% for 50 and 100-year storm events due to a decrease in time of concentration. Unmitigated runoff in the proposed condition will have an increase in routing time before onsite runoff confluences at the junction box in the northwest property corner for hydromodification control. Proposed unmitigated runoff conditions at onsite inlets/discharge points are summarized in Table 2 on the following page. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 3. C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 5 - Table 2 – Proposed Condition: Unmitigated Peak Flow Hydrology Summary Drainage Area ID Area (ac) Q50 (cfs) Q100 (cfs) DA-1  Cannon Road 0.36 0.53 0.59 DA-2  Onsite Inlets 3.39 16.6 18.5 DA-3  Auto Center Court 0.06 0.19 0.21 DA-4  Car County Drive 0.02 0.04 0.05 Total Studied Area 3.84 17.4 19.3 Change in Unmitigated Peak Flow Rate +/- 0% + 5% + 4% C. Detention Considerations The four proposed water quality basins (two biofiltration and two biofiltration with partial retention) capture runoff from the site prior to discharging to the public storm drain system. The biofiltration basins with partial retention provide infiltration prior to discharging to the onsite storm drain system. The biofiltration areas will attenuate the peak flow in the proposed condition. The underground detention system is comprised of two 8’ diameter solid CMPs by Contech and sized to hold an additional 10,440 cf of runoff. Therefore, the change in unmitigated runoff for the proposed condition at onsite inlets/discharge points will not affect the project site’s total runoff discharging from the site. C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 6 - IV. CONCLUSION The project’s storm drain network will be sized using flows from the 100-year storm event. Storm drain pipe and overflow riser sizing calculations are included in Attachment 4. The project’s proposed BMPs are sized based on results from the separate hydromodification management and LID requirements. Project overflow locations will be altered so that the western half of the project site discharges onto Cannon Road, and the eastern half discharges to the existing catch basin on Car Country Drive. The mitigated storm runoff flow rates be significantly less than that of the existing condition due to the use of onsite water quality basins and an underground detention vault. Therefore, downstream channels and conveyance system will not be at risk of increased erosion due to project site developments. C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 7 - V. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Commercial Development Resources 4121 Westerly Place, Suite 112 Newport Beach, CA 91660 Tel: (949) 610-8997 10/18/2021 Aaron M. Albertson R.C.E. 65513, Exp. 09/30/23 Date C~Commercial Development Resources Final Hydrology Study BMW of Carlsbad - 8 - 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. 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N 1HISMAPl$PAOVl0EOwrlMOVTWAAAANIYOFNfflllNOPTI-IElittllJll!f.SS * Qll ..... 11;0,IHO,l,,(IINQ,8IJIH()TUt,l'Tf;OTQ,~UJ\11;OWolARAH11U Of'M£AC)W(TAIIUtY~l'lJHUSKIRAPARJlCIANI.PURPOSL Qipl"'O"ISlw(;ISMRde~ "'-PVWA!""'l'--.~'"""w..~..,.... \; E =--~d~-~.-OCU1'1 s ~~-..-~-.a,-----------~..--bt'""-S,..,. ....... 3 0 3 Miles ~ USDA = USDA = □ D D D D D D D D ,,..,,,,. ,,..,,,,. .. , ■ ■ □ □ ,,..._., t+t ~ R#----• USDA = ~ Final Hydrology Study BMW of Carlsbad ATTACHMENT 2 Existing Condition Map & Hydrology Calculations C~Commercial Development Resources 11599.41CB 11699.42CB x EXISTING BUILDING EXISTING BUILDING SEWER SEWER EXISTING BUILDING EXISTING BUILDING RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW PRIVATE LATERAL18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) PRIVATE LATERAL18" RCP (1350-D) CITY SD LINE18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) EXISTING BUILDING CANNON ROAD CAR COUNTRY DRIVEAUTO CENTER CT N78°28'43"W L = 418.33'N11°31'17"EL = 74.00' R = 2 5 . 0 0 ' L = 3 9 . 2 7 ' N3 3 ° 2 8 ' 4 3 W N26°21'29"E L = 136.73'' R=264.00'N41°11'41"E L = 100.00'S35°08'03"E L = 71.08' R=336.00' R= 2 0. 0 0' L = 2 8. 6 0' N70°0 2' 1 3" E N69°00'00"E L = 295.78' S60°44' 20"E L = 2 5 . 9 5 ' R=90.00' N52°4 4 ' 2 0 " E L=50. 0 0 'N21°00'00"E L = 321.16'EXISTING BUILDING EXISTING BUILDING EXISTING BUILDING ENTIRE PROJECT SITE ULTIMATELY DISCHARGES TO CITY STORM DRAIN SYSTEM 2F 0.21 2G 0.20 2H 0.38 2C 0.33 2A 0.09 3B 0.46 1B 0.39 2E 0.77 2B 0.85 2D 0.07 3A 0.04 1A 0.06 D-3 TOTAL: Q50=2.35cfs Q100=2.61cfs DA-1 TOTAL Q50=0.61cfs Q100=0.68cfs DA-2 TOTAL Q50=13.6cfs Q100=15.2cfs NODE 2.09 (101.26 EL) (97.28 INV) Q50=3.99cfsQ100=4.44cfs NODE 3.01(110.02 EL) NODE 2.01 (107.13 EL) NODE 2.03(100.29 EL)(95.17 INV)Q50=4.44cfs Q100=4.94cfs NODE 3.02 (98.41 EL) Q50=2.35cfsQ100=2.61cfs NODE 1.03 (87.89 EL) Q50=0.61cfsQ100=0.68cfs NODE 2.02(104.70 EL)Q50=0.42cfsQ100=0.47cfs NODE 2.0493.74 INVQ50=6.01cfs Q100=6.68cfs NODE 2.05 (87.38 INV)Q50=6.01cfsQ100=6.68cfs NODE 2.06 (83.89 INV-LAT) (83.64 INV-MAIN) Q50=6.01cfsQ100=6.68cfs NODE 2.08 (103.70 EL)Q50=0.34cfsQ100=0.38cfs NODE 2.1093.75 INVQ50=4.99cfsQ100=5.55cfs NODE 2.11 92.55 INVQ50=5.94cfsQ100=6.60cfs NODE 2.1292.29 INVQ50=7.66cfs Q100=8.56cfs NODE 2.13 (81.23 INV) Q50=7.66cfsQ100=8.56cfs NODE 2.14(78.46 INV-LAT)(78.37 INV-MAIN)Q50=13.6cfs Q100=15.2cfs NODE 1.02 (98.40 EL) Q50=0.10cfs Q100=0.11cfs NODE 3.02(105.59 EL)Q50=0.18cfs Q100=0.19cfs NODE 2.07(105.19 EL) NODE 1.01 (102.75 EL) BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 HYDROLOGY EXHIBIT A: EXISTING DRAINAGE AREA MAP ASPHALT CONCRETE BUILDING/ROOF AREA LANDSCAPE DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE DRAINAGE AREA ID SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION EXISTING ONSITE SD LINE (NOTE: SIZE, SLOPE, AND EXACT LOCATION OF ONSITE SD ASSUMED FOR PRELIMINARY STUDY) EXISTING ELEVATION/INVERT PER SURVEY OR SD AS-BUILT PLAN ASSUMED ELEVATION/INVERT LEGEND: AUTONATION INC. 200 SW 1ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: CLIFF POWELL TEL: (954) 769-6000 PREPARED FOR: # # COMMERCIAL DEVELOPMENT RESOURCES 4121 WESTERLY PLACE, #112 NEWPORT BEACH, CA 92660 CONTACT: AARON ALBERTSON, PE TEL:(949) 610-8997 PREPARED BY: (XX.XX) XX.XX SD H.M.L.I I I I ··,··1 .. • .. ~---}'-:l· -ti ~ -ih>:.\:C;•::f<] j \ Bo, -lll·~-:,\:-. :m. ru. t1 @ 1:,l.,_ / t1 t1 I I --:,-:---, ','-A12·!//l·~·-,,. I \~·· l'l-1. LU I I "(·~:-.. i ..?'\;·.-. '·' 1·102,-, N-t--. • I / ~ l ~----. . : / ' / -, \ 103-"l:-lt'!I 1-· =a,,,-._ =J ' t ' _ _. L ---· --~ --~1 ·-I \ I I I I I I I I I~ I I I I I I I I I --~ l ', / :,1 l, \ ·---~. 103-~l I Io• I I I I I I I ~ .... l I I f I -, ' I I I I I L_ 'l~t~ I ;_ : •• · · ~??:.] ~,0 1 f -1n, ", I ~~ "'----r I I -I =---~~==7 I t1 I \\•,.:1, I ,\\·;~\ I I I ··-. ·:\'. ··r \[pi •s,k .:-~\t1 ,t\-·F· -~~1~v~v. I I I I I I I I Ill I ~\ I l-+L_____J \[] \\\ \ Ill \\\ . \II II\ I i\ Ill I \II I \\\ I Ill I II\ I II\ ~ Ill \\\ \II \II I I I \\\ I I \II\\; '~ Ill \\\ \\\ I ,1., ,. ,, \II I I it II\ I I I I I =~ \\\ I \\\ I \\\ I l 1 ) -'-----□ l /~, \\\ I ----_; , ,<,,. .• _-v-/ .. Hf/V / I -.........._ I IH~•• ·• "•L•\.\'l '\ .• •1 -11■ II IV IH' :.... J.....R:-e-;~1-r-n l , ~~ ·~ ~ 1 .-.. /;/ )Y \ \ ''r 11·: : ... ~~ ;:;,.._, -~--;--3-,_... . . : .. :.:.:>~.. i I \~1· l • • • -:r:::::f.~ i. °t • • -~ · .. ·. . ~ ~----·., .. : \,~ I I: . • • • • • ; ~~~ 103 ~ .g. I" : ·.. . . ••'~~--=::::,,,.__~~~~-l~L( .. :.-:::?/·.~ .. ::-:-: .. :•/·.-. ·:•.:··:.: .. :.. \ . I ~ .,_ ::::::·~~ ~· _ __,, .... \:\:\:~:\/::::\:.. ~:;/: I \I -;......: . ·. ·. (:-:,;o;~ .... ~. ·. ·. ·.. . ·. ·. ~ •. •• ••0>-~ .. ,. I I /4 1 I I \ \ .. ~ .... _..~_. .... ·· .. ~ .. .-._ / l\v \\\ \I\ ~\ \\\ 1\1 \\\ \\\ \\\ \11 \\\ 1\1 I I I I I I ----' . ~· • • • q, • ••• ;_-....... ~. •: -......... ~ ................ : .... : .. :•::./:t1t1 \/}{}{J:~>>:-.-..... '. ~ ,. ---.____ · ......... ·<·~.................................... . ..................... ~~ ...... ~ I J~ , ~ 11'-tt I\\ .... ~ ....__...,,,__,.,,...,... ....... : ................. -..;.~ . . . . .. /·::-:.::-:./•/·: :::-::-:.::•:.::•:•:~:•:-://·:. . . . . .. . ··········· .. · .. ············ ·v.· I I IL,;;;::;f . . •................................................. . .. o/'~• -~ I ...._..._ . . . . . . .. . .. . . . .. . .. , -;,. ,,, I \ ........... __ ..... : ..... · ..... · .. ·........ ·rs \ ~ ~:::~~~~~~~as~~--1 '~ ~ ~~~~~ irqt/1 I ~ <>' u /~ --------i~---. \\I \\I \\\ \\\ \\\ \\\ I\\ \\\ ----L----I --------~, I -= li\ -"""' ===' """' =\ C/.l ~ ~~ ~~ '-..j "1 C") ,, VJ CJ) f;2 Ct--, • l::tJ 0 (J1 0 ~ ~ ~ 111 ...-¢"=~ I Ii\ -¢'~ ¢ -#' I I I I I 1 CD! : I r□~D T II lJ lJ S: \Projects\201 B\18089_SPARC+ _Auto Nation_BMW_Carlsbad CA \Hydrology\18089_H&H ExhibiLExisting Drainage Map.dwg HYDROLOGY CALCULATION SUMMARY PROJECT:BMW of Carlsbad (Using San Diego County Hydrology Manual and AES)LOCATION:Carlsbad, CA DATE:05/25/2021 50 100 2.25 2.50 4.00 4.25 56% 59% EXISTING CONDITION: AES Data Input:AES Output/Results: ID (sf) (ac) Up Down t (min)Qsub (cfs) Qpeak (cfs)t (min)Qsub (cfs) Qpeak (cfs) DRAINAGE AREA 1: flows to public ROW on Cannon Road [20% impervious area] 1A 2,615 0.060 1.01 →1.02 initial sub‐Area 102.75 98.40 96 0.045 7.67 0.10 (0.10) 7.67 0.11 (0.11) 1B 16,791 0.385 1.02 →1.03 flow through sub‐area 98.40 87.89 401 0.026 10.86 0.53 0.61 10.65 0.59 0.68 ∑ DA‐1 19,406 0.45 10.83 0.61 10.62 0.68 DRAINAGE AREA 2: flows to onsite BMP(s) [general commercial land use] 2A 3,886 0.089 2.01 →2.02 initial sub‐area 107.13 104.70 60 0.040 2.62 0.42 (0.42) 2.62 0.47 (0.47) 2B 36,952 0.848 2.02 →2.03 flow through sub‐area 104.70 100.29 282 0.016 4.27 4.02 (4.44) 4.21 4.47 (4.94) ‐‐‐ ‐‐‐ ‐‐‐2.03 →2.04 pipe flow (12" PVC)95.17 93.74 143 0.010 4.69 ‐‐‐(4.44) 4.59 ‐‐‐(4.94) 2C 14,408 0.331 2.04 →2.04 addition of sub‐area ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4.69 1.57 (6.01) 4.59 1.74 (6.68) ‐‐‐ ‐‐‐ ‐‐‐2.04 →2.05 pipe flow (12" PVC) 93.74 87.38 26 0.245 4.71 ‐‐‐(6.01) 4.61 ‐‐‐(6.68) ‐‐‐ ‐‐‐ ‐‐‐2.05 →2.06 pipe flow (18" RCP) 87.38 83.89 75 0.047 4.83 ‐‐‐(6.01) 4.72 ‐‐‐(6.68) ‐‐‐ ‐‐‐ ‐‐‐2.06 →2.14 pipe flow (18" RCP), conf 1/2 83.64 78.37 228 0.023 5.29 ‐‐‐(6.01) 5.17 ‐‐‐(6.68) 2D 3,137 0.072 2.07 →2.08 initial sub‐area 105.19 103.70 65 0.023 3.30 0.34 (0.34) 3.30 0.38 (0.38) 2E 33,531 0.770 2.08 →2.09 flow through sub‐area 103.70 101.26 93 0.026 3.75 3.65 (3.99) 3.73 4.06 (4.44) ‐‐‐ ‐‐‐ ‐‐‐2.09 →2.10 pipe flow (15" PVC) 97.28 93.75 353 0.010 4.70 ‐‐‐(3.99) 4.66 ‐‐‐(4.44) 2F 9,207 0.211 2.10 →2.10 addition of sub‐area ‐‐‐‐‐‐ ‐‐‐ ‐‐‐4.70 1.00 (4.99) 4.66 1.11 (5.55) ‐‐‐ ‐‐‐ ‐‐‐2.10 →2.11 pipe flow (15" PVC)93.75 92.55 120 0.010 5.01 ‐‐‐(4.99) 4.96 ‐‐‐(5.55) 2G 8,731 0.200 2.11 →2.11 addition of sub‐area ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐5.01 0.95 (5.94) 4.96 1.05 (6.60) ‐‐‐ ‐‐‐ ‐‐‐2.11 →2.12 pipe flow (15" PVC)92.55 92.29 26 0.010 5.07 ‐‐‐(5.94) 5.03 ‐‐‐(6.60) 2H 16,408 0.377 2.12 →2.12 addition of sub‐area ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐5.07 1.77 (7.66) 5.03 1.98 (8.56) ‐‐‐ ‐‐‐ ‐‐‐2.12 →2.13 pipe flow (15" PVC)92.29 81.23 30 0.369 5.09 ‐‐‐(7.66) 5.04 ‐‐‐(8.56) ‐‐‐ ‐‐‐ ‐‐‐2.13 →2.14 pipe flow (18" RCP)81.23 78.46 75 0.037 5.21 ‐‐‐(7.66) 5.16 ‐‐‐(8.56) ‐‐‐ ‐‐‐ ‐‐‐2.14 →2.14 confluence 2/2 ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐5.29 ‐‐‐13.60 5.17 ‐‐‐15.23 ∑ DA‐2 126,260 2.90 5.29 13.6 5.17 15.2 DRAINAGE AREA 3: flows to public ROW on Auto Center Court [general commercial land use] 3A 1,592 0.037 3.01 →3.02 initial sub‐Area 110.02 105.59 53 0.084 1.94 0.18 (0.18) 1.94 0.19 (0.19) 3B 20,010 0.459 3.02 →3.03 flow thru sub‐area 105.59 98.41 246 0.029 3.24 2.18 2.35 3.23 2.42 2.61 ∑ DA‐3 21,602 0.50 3.24 2.35 3.23 2.61 TOTAL 167,268 3.84 ‐‐‐16.6 ‐‐‐18.5 D 50‐year storm 100‐year stormSlope  (ft/ft) Drainage Area AES Nodes Action Elevation FL (ft) Storm Event (yr) 6‐hr Precipitation (in) 24‐hr Precipitation (in) CHECK: P6/P24 = [46%‐65%] Hydrologic Soil Group11 I  ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT                           2003,1985,1981 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)               Ver. 23.0 Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:           COMMERCIAL DEVELOPMENT RESOURCES       4121 Westerly Place, Suite 112   Newport Beach, CA 92660                                         ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for BMW of Carlsbad                                      *  * In the City of Carlsbad                                                  *  * Existing Condition: 50‐year Storm Event                                  *   **************************************************************************    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 18089EX.DAT                                           TIME/DATE OF STUDY: 11:43 05/25/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    2003 SAN DIEGO MANUAL CRITERIA    USER SPECIFIED STORM EVENT(YEAR) =  50.00    6‐HOUR DURATION PRECIPITATION (INCHES) =   2.250    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    SAN DIEGO HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / 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    TOTAL AREA(ACRES) =      0.06   TOTAL RUNOFF(CFS) =      0.10  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     98.40  DOWNSTREAM(FEET) =     87.89    CHANNEL LENGTH THRU SUBAREA(FEET) =   401.00   CHANNEL SLOPE =  0.0262    CHANNEL BASE(FEET) =    2.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.50      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.595    RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .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.) =   2.10    AVERAGE FLOW DEPTH(FEET) =   0.06   TRAVEL TIME(MIN.) =   3.18    Tc(MIN.) =   10.86    SUBAREA AREA(ACRES) =     0.38       SUBAREA RUNOFF(CFS) =    0.53    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.380    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       0.61    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.08   FLOW VELOCITY(FEET/SEC.) =   2.52    LONGEST FLOWPATH FROM NODE      1.01 TO NODE      1.03 =     497.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 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) =    60.00    UPSTREAM ELEVATION(FEET) =    107.13    DOWNSTREAM ELEVATION(FEET) =    104.70    ELEVATION DIFFERENCE(FEET) =      2.43    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.624      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.42    TOTAL AREA(ACRES) =      0.09   TOTAL RUNOFF(CFS) =      0.42  ****************************************************************************    FLOW PROCESS FROM NODE      2.02 TO NODE      2.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    104.70  DOWNSTREAM(FEET) =    100.29    CHANNEL LENGTH THRU SUBAREA(FEET) =   282.00   CHANNEL SLOPE =  0.0156    CHANNEL BASE(FEET) =    4.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       2.43    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.85    AVERAGE FLOW DEPTH(FEET) =   0.15   TRAVEL TIME(MIN.) =   1.65    Tc(MIN.) =    4.27    SUBAREA AREA(ACRES) =     0.85       SUBAREA RUNOFF(CFS) =    4.02    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.9         PEAK FLOW RATE(CFS) =       4.44    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.20   FLOW VELOCITY(FEET/SEC.) =   3.44    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.03 =     342.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.04 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    95.17  DOWNSTREAM(FEET) =    93.74    FLOW LENGTH(FEET) =   143.00   MANNING'S N =  0.011    ASSUME FULL‐FLOWING PIPELINE    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.66    PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.44    PIPE TRAVEL TIME(MIN.) =   0.42    Tc(MIN.) =    4.69    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.04 =     485.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.04 TO NODE      2.04 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.33   SUBAREA RUNOFF(CFS) =    1.57    TOTAL AREA(ACRES) =        1.3   TOTAL RUNOFF(CFS) =       6.01    TC(MIN.) =    4.69  ****************************************************************************    FLOW PROCESS FROM NODE      2.04 TO NODE      2.05 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    93.74  DOWNSTREAM(FEET) =    87.38    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  12.0 INCH PIPE IS   4.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  22.51    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.01    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =    4.71    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.05 =     511.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.05 TO NODE      2.06 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    87.38  DOWNSTREAM(FEET) =    83.89    FLOW LENGTH(FEET) =    75.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  10.64    GIVEN PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.01    PIPE TRAVEL TIME(MIN.) =   0.12    Tc(MIN.) =    4.83    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.06 =     586.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.06 TO NODE      2.14 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    83.64  DOWNSTREAM(FEET) =    78.37    FLOW LENGTH(FEET) =   228.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS   7.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   8.24    GIVEN PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.01    PIPE TRAVEL TIME(MIN.) =   0.46    Tc(MIN.) =    5.29    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.14 =     814.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.14 TO NODE      2.14 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    5.29    RAINFALL INTENSITY(INCH/HR) =   5.72    TOTAL STREAM AREA(ACRES) =     1.27    PEAK FLOW RATE(CFS) AT CONFLUENCE =      6.01  ****************************************************************************    FLOW PROCESS FROM NODE      2.07 TO NODE      2.08 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    65.00    UPSTREAM ELEVATION(FEET) =    105.19    DOWNSTREAM ELEVATION(FEET) =    103.70    ELEVATION DIFFERENCE(FEET) =      1.49    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.302      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.34    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.34  ****************************************************************************    FLOW PROCESS FROM NODE      2.08 TO NODE      2.09 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    103.70  DOWNSTREAM(FEET) =    101.26    CHANNEL LENGTH THRU SUBAREA(FEET) =    93.00   CHANNEL SLOPE =  0.0262    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       2.17    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   3.49    AVERAGE FLOW DEPTH(FEET) =   0.13   TRAVEL TIME(MIN.) =   0.44    Tc(MIN.) =    3.75    SUBAREA AREA(ACRES) =     0.77       SUBAREA RUNOFF(CFS) =    3.65    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.8         PEAK FLOW RATE(CFS) =       3.99    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.19   FLOW VELOCITY(FEET/SEC.) =   4.10    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.09 =     158.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.09 TO NODE      2.10 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    97.28  DOWNSTREAM(FEET) =    93.75    FLOW LENGTH(FEET) =   353.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS   7.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.17    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.99    PIPE TRAVEL TIME(MIN.) =   0.95    Tc(MIN.) =    4.70    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.10 =     511.00 FEET.  ****************************************************************************    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) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.21   SUBAREA RUNOFF(CFS) =    1.00    TOTAL AREA(ACRES) =        1.1   TOTAL RUNOFF(CFS) =       4.99    TC(MIN.) =    4.70  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 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) =       4.99    PIPE TRAVEL TIME(MIN.) =   0.31    Tc(MIN.) =    5.01    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.11 =     631.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.11 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.923    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.20   SUBAREA RUNOFF(CFS) =    0.95    TOTAL AREA(ACRES) =        1.3   TOTAL RUNOFF(CFS) =       5.94    TC(MIN.) =    5.01  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.12 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    92.55  DOWNSTREAM(FEET) =    92.29    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS  10.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.74    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       5.94    PIPE TRAVEL TIME(MIN.) =   0.06    Tc(MIN.) =    5.07    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.12 =     657.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.12 TO NODE      2.12 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.874    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.38   SUBAREA RUNOFF(CFS) =    1.77    TOTAL AREA(ACRES) =        1.6   TOTAL RUNOFF(CFS) =       7.66    TC(MIN.) =    5.07  ****************************************************************************    FLOW PROCESS FROM NODE      2.12 TO NODE      2.13 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    92.29  DOWNSTREAM(FEET) =    81.23    FLOW LENGTH(FEET) =    30.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS   4.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  27.43    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   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 =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    5.21    RAINFALL INTENSITY(INCH/HR) =   5.77    TOTAL STREAM AREA(ACRES) =     1.63    PEAK FLOW RATE(CFS) AT CONFLUENCE =      7.66    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        6.01     5.29        5.715          1.27        2        7.66     5.21        5.773          1.63    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       13.58     5.21       5.773        2       13.60     5.29       5.715    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      13.60   Tc(MIN.) =    5.29    TOTAL AREA(ACRES) =        2.9    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.14 =     814.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    53.00    UPSTREAM ELEVATION(FEET) =    110.02    DOWNSTREAM ELEVATION(FEET) =    105.59    ELEVATION DIFFERENCE(FEET) =      4.43    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    1.937      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.18    TOTAL AREA(ACRES) =      0.04   TOTAL RUNOFF(CFS) =      0.18  ****************************************************************************    FLOW PROCESS FROM NODE      3.02 TO NODE      3.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    105.59  DOWNSTREAM(FEET) =     98.41    CHANNEL LENGTH THRU SUBAREA(FEET) =   246.00   CHANNEL SLOPE =  0.0292    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      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) =       1.26    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   3.16    AVERAGE FLOW DEPTH(FEET) =   0.10   TRAVEL TIME(MIN.) =   1.30    Tc(MIN.) =    3.24    SUBAREA AREA(ACRES) =     0.46       SUBAREA RUNOFF(CFS) =    2.18    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.5         PEAK FLOW RATE(CFS) =       2.35    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.14   FLOW VELOCITY(FEET/SEC.) =   3.58    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.03 =     299.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.5  TC(MIN.) =      3.24    PEAK FLOW RATE(CFS)   =       2.35  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT                           2003,1985,1981 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)               Ver. 23.0 Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:           COMMERCIAL DEVELOPMENT RESOURCES       4121 Westerly Place, Suite 112   Newport Beach, CA 92660                                         ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for BMW of Carlsbad                                      *  * In the City of Carlsbad                                                  *  * Existing Condition: 100‐year Storm Event                                 *   **************************************************************************                                    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 18089EX.DAT                                           TIME/DATE OF STUDY: 11:43 05/25/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    2003 SAN DIEGO MANUAL CRITERIA    USER SPECIFIED STORM EVENT(YEAR) = 100.00    6‐HOUR DURATION PRECIPITATION (INCHES) =   2.500    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    SAN DIEGO HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (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    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) =     87.89    CHANNEL LENGTH THRU SUBAREA(FEET) =   401.00   CHANNEL SLOPE =  0.0262    CHANNEL BASE(FEET) =    2.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.50     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  4.044    RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  68    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       0.41    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.24    AVERAGE FLOW DEPTH(FEET) =   0.07   TRAVEL TIME(MIN.) =   2.98    Tc(MIN.) =   10.65    SUBAREA AREA(ACRES) =     0.38       SUBAREA RUNOFF(CFS) =    0.59    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.380    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       0.68    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.09   FLOW VELOCITY(FEET/SEC.) =   2.59    LONGEST FLOWPATH FROM NODE      1.01 TO NODE      1.03 =     497.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    60.00    UPSTREAM ELEVATION(FEET) =    107.13    DOWNSTREAM ELEVATION(FEET) =    104.70    ELEVATION DIFFERENCE(FEET) =      2.43    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.624     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.47    TOTAL AREA(ACRES) =      0.09   TOTAL RUNOFF(CFS) =      0.47  ****************************************************************************    FLOW PROCESS FROM NODE      2.02 TO NODE      2.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    104.70  DOWNSTREAM(FEET) =    100.29    CHANNEL LENGTH THRU SUBAREA(FEET) =   282.00   CHANNEL SLOPE =  0.0156    CHANNEL BASE(FEET) =    4.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       2.70    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.96    AVERAGE FLOW DEPTH(FEET) =   0.16   TRAVEL TIME(MIN.) =   1.59    Tc(MIN.) =    4.21    SUBAREA AREA(ACRES) =     0.85       SUBAREA RUNOFF(CFS) =    4.47    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.9         PEAK FLOW RATE(CFS) =       4.94    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.21   FLOW VELOCITY(FEET/SEC.) =   3.59    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.03 =     342.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.04 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.) =   6.29    PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.94    PIPE TRAVEL TIME(MIN.) =   0.38    Tc(MIN.) =    4.59    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.04 =     485.00 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) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.33   SUBAREA RUNOFF(CFS) =    1.74    TOTAL AREA(ACRES) =        1.3   TOTAL RUNOFF(CFS) =       6.68    TC(MIN.) =    4.59  ****************************************************************************    FLOW PROCESS FROM NODE      2.04 TO NODE      2.05 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    93.74  DOWNSTREAM(FEET) =    87.38    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  12.0 INCH PIPE IS   4.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  23.18    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.68    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =    4.61    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.05 =     511.00 FEET.  ****************************************************************************    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) =       6.68    PIPE TRAVEL TIME(MIN.) =   0.11    Tc(MIN.) =    4.72    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.06 =     586.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.06 TO NODE      2.14 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    83.64  DOWNSTREAM(FEET) =    78.37    FLOW LENGTH(FEET) =   228.00   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) =       6.68    PIPE TRAVEL TIME(MIN.) =   0.45    Tc(MIN.) =    5.17    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.14 =     814.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.14 TO NODE      2.14 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    5.17    RAINFALL INTENSITY(INCH/HR) =   6.45    TOTAL STREAM AREA(ACRES) =     1.27    PEAK FLOW RATE(CFS) AT CONFLUENCE =      6.68  ****************************************************************************    FLOW PROCESS FROM NODE      2.07 TO NODE      2.08 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    65.00    UPSTREAM ELEVATION(FEET) =    105.19    DOWNSTREAM ELEVATION(FEET) =    103.70    ELEVATION DIFFERENCE(FEET) =      1.49    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.302     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.38    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.38  ****************************************************************************    FLOW PROCESS FROM NODE      2.08 TO NODE      2.09 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    103.70  DOWNSTREAM(FEET) =    101.26    CHANNEL LENGTH THRU SUBAREA(FEET) =    93.00   CHANNEL SLOPE =  0.0262    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     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) =       2.41    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   3.60    AVERAGE FLOW DEPTH(FEET) =   0.14   TRAVEL TIME(MIN.) =   0.43    Tc(MIN.) =    3.73    SUBAREA AREA(ACRES) =     0.77       SUBAREA RUNOFF(CFS) =    4.06    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.8         PEAK FLOW RATE(CFS) =       4.44    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.20   FLOW VELOCITY(FEET/SEC.) =   4.25    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.09 =     158.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.09 TO NODE      2.10 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    97.28  DOWNSTREAM(FEET) =    93.75    FLOW LENGTH(FEET) =   353.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS   8.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.33    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.44    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) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.21   SUBAREA RUNOFF(CFS) =    1.11    TOTAL AREA(ACRES) =        1.1   TOTAL RUNOFF(CFS) =       5.55    TC(MIN.) =    4.66  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.11 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    93.75  DOWNSTREAM(FEET) =    92.55    FLOW LENGTH(FEET) =   120.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS   9.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.65    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       5.55    PIPE TRAVEL TIME(MIN.) =   0.30    Tc(MIN.) =    4.96    LONGEST FLOWPATH FROM NODE      2.07 TO NODE      2.11 =     631.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.11 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.20   SUBAREA RUNOFF(CFS) =    1.05    TOTAL AREA(ACRES) =        1.3   TOTAL RUNOFF(CFS) =       6.60    TC(MIN.) =    4.96  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.12 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    92.55  DOWNSTREAM(FEET) =    92.29    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS  11.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.85    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.60    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) =  6.565    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8000    SUBAREA AREA(ACRES) =    0.38   SUBAREA RUNOFF(CFS) =    1.98    TOTAL AREA(ACRES) =        1.6   TOTAL RUNOFF(CFS) =       8.56    TC(MIN.) =    5.03  ****************************************************************************    FLOW PROCESS FROM NODE      2.12 TO NODE      2.13 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    92.29  DOWNSTREAM(FEET) =    81.23    FLOW LENGTH(FEET) =    30.00   MANNING'S N =  0.011    DEPTH OF FLOW IN  15.0 INCH PIPE IS   4.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  28.31    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       8.56    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =    5.04    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.) =  10.75    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 =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    5.16    RAINFALL INTENSITY(INCH/HR) =   6.45    TOTAL STREAM AREA(ACRES) =     1.63    PEAK FLOW RATE(CFS) AT CONFLUENCE =      8.56    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        6.68     5.17        6.446          1.27        2        8.56     5.16        6.455          1.63    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1       15.23     5.16       6.455        2       15.23     5.17       6.446    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =      15.23   Tc(MIN.) =    5.17    TOTAL AREA(ACRES) =        2.9    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.14 =     814.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    53.00    UPSTREAM ELEVATION(FEET) =    110.02    DOWNSTREAM ELEVATION(FEET) =    105.59    ELEVATION DIFFERENCE(FEET) =      4.43    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    1.937     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    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) =     98.41    CHANNEL LENGTH THRU SUBAREA(FEET) =   246.00   CHANNEL SLOPE =  0.0292    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.40    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   3.18    AVERAGE FLOW DEPTH(FEET) =   0.10   TRAVEL TIME(MIN.) =   1.29    Tc(MIN.) =    3.23    SUBAREA AREA(ACRES) =     0.46       SUBAREA RUNOFF(CFS) =    2.42    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.5         PEAK FLOW RATE(CFS) =       2.61    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.15   FLOW VELOCITY(FEET/SEC.) =   3.70    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.03 =     299.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.5  TC(MIN.) =      3.23    PEAK FLOW RATE(CFS)   =       2.61  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Final Hydrology Study BMW of Carlsbad ATTACHMENT 3 Proposed Condition Map & Hydrology Calculations C~Commercial Development Resources x EXISTING BUILDING EXISTING BUILDING SS SS SEWER SEWER SS SS EXISTING BUILDING EXISTING BUILDING RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW SSLOT LINEAPN: 211 - 0 8 0 - 1 1 - 0 0 HELIX LA N D C O L T D DOC. NO . 0 0 0 0 5 1 3 2 3 2 , O . R . DEED NO . 0 0 0 0 7 0 2 8 2 1 , O . R . 104 103 102 106107 108105110 111 98 99 100 102 103 99 100 105 106 107 108 104 104 103101 102 100 104 103102100 99 101102102 109 108 107 106 105109 103 101 104103102105 102 1 0 3 101 103 103 10 1 103 10 1 10 1 104 112 105 106 97 102 105104103 103 102101 NOPARKINGPROPOSED BUILDING W/ ROOFTOP PARKING RAMP DOWN (TO 2D) CANNON ROAD CAR COUNTRY DRIVEAUTO CENTER CT N78°28'43"W L = 418.33' R = 2 5 . 0 0 ' L = 3 9 . 2 7 ' N3 3 ° 2 8 ' 4 3 W N11°31'17"EL = 74.00'N26°21'29"E L = 136.73'' R=264.00'N41°11'41"E L = 100.00'S35°08'03"E L = 71.08' R=336.00' R=20. 0 0' L = 28. 6 0' N70°0 2' 1 3" E N69°00'00"E L = 295.78' S60°44' 20"E L= 2 5 . 9 5 ' R=90.00' N52°44' 2 0 " E L=50. 0 0 'N21°00'00"E L = 321.16'2D 0.46 2H 0.33 2F 0.35 2B 0.68 3A 0.06 4A 0.02 1B 0.29 ENTIRE PROJECT SITE ULTIMATELY DISCHARGES TO CITY STORM DRAIN SYSTEM 1A 0.07 2A 0.07 2E 0.07 2G 0.05 2I 1.32 2C 0.06 DA-4 TOTAL Q50=0.04cfs Q100=0.05cfs DA-1 TOTAL Q50=0.53cfs Q100=0.59cfs DA-2 TOTAL (UNMITIGATED) Q50=16.6cfs Q100=18.5cfs DA-3 TOTAL Q50=0.19cfs Q100=0.21cfs CITY SD LINE18" RCP (1350-D) CITY SD LINE18" RCP (1350-D) PRIVATE LATERAL 18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) BMP-6A: UNDERGROUND DETENTION SYSTEM (HYDRAULICALLY CONNECTED TO BMP-6B) BMP-6B: UNDERGROUND DETENTION SYSTEM (HYDRAULICALLY CONNECTED TO BMP-6A) BMP-5: MWS FORPROPRIETARY BIOFILTRATION BMP-3: BIOFILTRATION BASIN W/ IMPERMEABLE LINER BMP-1: BIOFILTRATION BASIN W/ PARTIAL RETENTION BMP-2: BIOFILTRATION BASIN W/ PARTIAL RETENTION BMP-4: BIOFILTRATION BASIN W/ IMPERMEABLE LINER JUNCTION STRUCTURE WITH ORIFICE CONTROL AND EMERGENCY OVERFLOW WEIR ROOF STORM DRAIN SYSTEM PER MEP PLANS ROOF STORM DRAIN SYSTEM PER MEP PLANS ROOF STORM DRAIN SYSTEM PER MEP PLANS NODE 4.02(100.50 EL.)Q50=0.04cfs Q100=0.05cfs NODE 2.01 103.90 EL. NODE 2.11 103.28 EL NODE 2.15 105.60 EL NODE 2.03100.70 ELQ50=3.54cfsQ100=3.93cfs NODE 2.17 100.58 ELQ50=1.82cfsQ100=2.02cfs NODE 2.08100.85 ELQ50=2.47cfs Q100=2.74cfs NODE 2.13102.60 ELQ50=1.85cfs Q100=2.06cfs NODE 4.01103.25 EL. NODE 3.01 101.50 EL NODE 3.02 (98.42 EL)Q50=0.19cfsQ100=0.21cfs NODE 1.03(87.89 EL)Q50=0.53cfsQ100=0.59cfs NODE 1.01 102.00 EL. NODE 2.02102.75 ELQ50=0.34cfs Q100=0.37cfs NODE 2.21 94.00INV-INQ50=8.28cfsQ100=9.21cfs NODE 2.06 103.00 EL NODE 2.07101.46 EL Q50=0.29cfs Q100=0.32cfs NODE 2.12103.03 ELQ50=0.34cfs Q100=0.38cfs NODE 2.16102.50 ELQ50=0.25cfs Q100=0.27cfs NODE 1.02(97.67 EL)Q50=0.12cfs Q100=0.14cfs NODE 2.0496.92INV NODE 2.0594.00INV-IN NODE 2.09 96.52INV NODE 2.1094.17INV-IN NODE 2.1896.24INV NODE 2.1994.51INV Q50=3.31cfsQ100=3.69cfs NODE 2.2094.00INV-IN NODE 2.2287.00INVQ50=16.6cfsQ100=18.5cfs NODE 2.23(81.23INV) CONNECTION TOEXISTING 18" RCPPRIVATE LATERAL NODE 2.1498.20INV EX CURB INLETCATCH BASIN ROOF DOWNDRAIN PER MEP PLANS ROOF DOWNDRAIN PER MEP PLANS ROOF DOWNDRAIN PER MEP PLANS BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 HYDROLOGY EXHIBIT B: PROPOSED DRAINAGE AREA MAP ASPHALT CONCRETE BUILDING/ROOF AREA LANDSCAPE PERMEABLE PAVERS BIOFILTRATION BASIN W/ IMPERMEABLE LINER BIOFILTRATION BASIN W/ PARTIAL RETENTION DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY STORM DRAIN LINE FRENCH DRAIN PROPERTY LINE DRAINAGE AREA ID SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION EXISTING ELEVATION PROPOSED ELEVATION LEGEND: AUTONATION INC. 200 SW 1ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: CLIFF POWELL TEL: (954) 769-6000 PREPARED FOR: # # COMMERCIAL DEVELOPMENT RESOURCES 4121 WESTERLY PLACE, #112 NEWPORT BEACH, CA 92660 CONTACT: AARON ALBERTSON, PE TEL:(949) 610-8997 PREPARED BY: (XX.XX EL) XX.XX EL SD H.M.L.~ <1'. ----._..11> t-!I t-!I t'--:: r9✓ I t 't!!j r, 11:ttffif!f'rl 'I I '-. , ,···.·.•'\::) t~i <"~/i ..__ 7>· -------E ' I • I 1,__--,-_ ---~ ........ ~ ~ C/.l ~ ~~ ~~ '-..j "1 C") II VJ CJ) f;2 Ct--, • l::tJ I l~t t-!! 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I ,1, <, \ I Ill ~•-,., . ., , , _ \ \ 1)\ \ \ \ 1)1, \ ij l~ltrm,~ 11 , ,,,t 11\ /\ \ I 1\1 01 I 1, ~ \ \\\ ·I· '\\'I I 1 111 I \ '1(i 0 µ✓ \\1, 1f \ 1\ ('Ill I I \ ~l,-l I 111 IJI \\\ \\I, ,r I \ ,, I I I I -i,i, -_,.f I 111 ,<I'' I \ :1: / I \\\ j \1\ :qt, / \ I :,I: u \\\ 11\ ------'1 \\\ • --I I I --.JI=-= ~ J "'~=~k==-\ ~-~# I I \ I \ I 1 I ~rnumn□FlD : iilruLJ ~ S: \Projects\201 B\18089_SPARC+ _Auto Nation_BMW_Carlsbad CA \Hydrology\18089_H&H ExhibiLProposed Drainage Map.dwg HYDROLOGY CALCULATION SUMMARY PROJECT:BMW of Carlsbad (Using San Diego County Hydrology Manual and AES)LOCATION:Carlsbad, CA DATE:05/25/2021 50 100 2.25 2.50 4.00 4.25 56% 59% PROPOSED CONDITION: AES Data Input:AES Output/Results: ID (sf) (ac) Up Down t (min)Qsub (cfs) Qpeak (cfs)t (min)Qsub (cfs) Qpeak (cfs) DRAINAGE AREA 1: flows to public ROW on Cannon Road [20% impervious area] 1A 2,924 0.067 1.01 →1.02 initial subarea 102.00 97.67 82 0.053 6.74 0.12 (0.12) 6.74 0.14 (0.14) 1B 12,740 0.292 1.02 →1.03 flow through subarea 97.67 87.89 367 0.027 9.54 0.43 0.53 9.56 0.48 0.59 ∑ DA‐1 15,664 0.36 9.54 0.53 9.56 0.59 DRAINAGE AREA 2: flows to onsite BMP(s) [DA‐2 = general commercial land use, except roof area 2E = 100% impervious] 2A 3,089 0.071 2.01 →2.02 initial subarea 103.90 102.75 49 0.023 2.84 0.34 (0.34) 2.84 0.37 (0.37) 2B 29,385 0.675 2.02 →2.03 flow through subarea 102.75 100.70 166 0.012 3.92 3.20 (3.54) 3.90 3.56 (3.93) ‐‐‐ ‐‐‐ ‐‐‐2.04 →2.05 pipe flow (12" HDPE)96.92 94.00 180 0.016 4.37 ‐‐‐(3.54) 4.34 ‐‐‐(3.93) ‐‐‐ ‐‐‐ ‐‐‐2.05 →2.22 confluence 1/2 ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4.37 ‐‐‐(3.54) 4.34 ‐‐‐(3.93) 2C 2,664 0.061 2.06 →2.07 initial subarea 103.00 101.46 75 0.021 3.68 0.29 (0.29) 3.68 0.32 (0.32) 2D 19,983 0.459 2.07 →2.08 flow through subarea 101.46 100.85 114 0.005 4.79 2.18 (2.47) 4.75 2.42 (2.74) ‐‐‐ ‐‐‐ ‐‐‐2.09 →2.10 pipe flow (10" HDPE)96.52 94.17 74 0.032 4.95 ‐‐‐(2.47) 4.90 ‐‐‐(2.74) ‐‐‐ ‐‐‐ ‐‐‐2.10 →2.22 confluence 2/2, MB1 ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4.95 ‐‐‐(6.00) 4.90 ‐‐‐(6.67) 2E 3,117 0.072 2.11 →2.12 initial subarea 103.28 103.03 50 0.005 4.81 0.34 (0.34) 4.81 0.38 (0.38) 2F 15,320 0.352 2.12 →2.13 flow through subarea 103.03 102.60 84 0.005 5.70 1.53 (1.85) 5.67 1.71 (2.06) ‐‐‐ ‐‐‐ ‐‐‐2.14 →2.19 pipe flow (10" HDPE), conf 1/2 98.20 94.51 373 0.010 7.03 ‐‐‐(1.85) 6.97 ‐‐‐(2.06) 2G 2,278 0.052 2.15 →2.16 initial subarea 105.60 102.50 48 0.065 2.01 0.25 (0.25) 2.01 0.27 (0.27) 2H 14,426 0.331 2.16 →2.17 flow through subarea 102.50 100.58 168 0.011 3.32 1.57 (1.82) 3.30 1.74 (2.02) ‐‐‐ ‐‐‐ ‐‐‐2.18 →2.19 pipe flow (8" HDPE)96.24 94.51 26 0.065 3.37 ‐‐‐(1.82) 3.34 ‐‐‐(2.02) ‐‐‐ ‐‐‐ ‐‐‐2.19 →2.19 confluence 2/2 ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐7.03 ‐‐‐(3.31) 6.97 ‐‐‐(3.69) ‐‐‐ ‐‐‐ ‐‐‐2.19 →2.20 pipe flow (12" HDPE)94.51 94.00 51 0.010 7.18 ‐‐‐(3.31) 7.13 ‐‐‐(3.69) ‐‐‐ ‐‐‐ ‐‐‐2.20 →2.22 confluence MB1 ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4.95 ‐‐‐(8.28) 4.90 ‐‐‐(9.21) 2I 57,558 1.321 2.21 →2.22 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4.95 6.81 (16.64) 4.90 7.57 (18.49) ‐‐‐ ‐‐‐ ‐‐‐2.22 →2.23 pipe flow (15" HDPE)87.00 81.23 37 0.155 4.98 ‐‐‐16.64 4.93 ‐‐‐18.49 ∑ DA‐2 147,820 3.39 4.98 16.6 18.5 DRAINAGE AREA 3: flows to public ROW on Auto Center Court [40% impervious area] 3A 2,722 0.062 3.01 →3.02 initial subarea 101.50 98.42 36 0.086 3.12 0.19 0.19 3.12 0.21 0.21 ∑ DA‐3 2,722 0.06 3.12 0.19 3.12 0.21 DRAINAGE AREA 4: flows to public ROW on Car Country Drive  [20% impervious area] 4A 1,062 0.024 4.01 →4.02 initial subarea 103.25 100.50 78 0.035 7.52 0.04 0.04 7.52 0.05 0.05 ∑ DA‐4 1,062 0.02 7.52 0.04 7.52 0.05 TOTAL 167,268 3.84 ‐‐‐17.4 ‐‐‐19.3 D Slope  (ft/ft) 50‐year storm 100‐year stormDrainage Area AES Nodes Action Elevation FL (ft) Storm Event (yr) 6‐hr Precipitation (in) 24‐hr Precipitation (in) CHECK: P6/P24 = [46%‐65%] Hydrologic Soil Group11 I  ____________________________________________________________________________  ****************************************************************************              RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT                           2003,1985,1981 HYDROLOGY MANUAL           (c) Copyright 1982‐2016 Advanced Engineering Software (aes)               Ver. 23.0 Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:           COMMERCIAL DEVELOPMENT RESOURCES       4121 Westerly Place, Suite 112   Newport Beach, CA 92660                                         ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for BMW of Carlsbad                                      *  * In the City of Carlsbad                                                  *  * Proposed Condition: 50‐year Storm Event                                  *   **************************************************************************                                          ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 18089PR.DAT                                           TIME/DATE OF STUDY: 13:20 05/25/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    2003 SAN DIEGO MANUAL CRITERIA    USER SPECIFIED STORM EVENT(YEAR) =  50.00    6‐HOUR DURATION PRECIPITATION (INCHES) =   2.250    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    SAN DIEGO HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / 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    SUBAREA RUNOFF(CFS) =      0.12    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.12  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     97.67  DOWNSTREAM(FEET) =     87.89    CHANNEL LENGTH THRU SUBAREA(FEET) =   367.00   CHANNEL SLOPE =  0.0266    CHANNEL BASE(FEET) =    2.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.17      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  3.907    RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  68    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       0.34    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.18    AVERAGE FLOW DEPTH(FEET) =   0.06   TRAVEL TIME(MIN.) =   2.80    Tc(MIN.) =    9.54    SUBAREA AREA(ACRES) =     0.29       SUBAREA RUNOFF(CFS) =    0.43    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.380    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       0.53    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.07   FLOW VELOCITY(FEET/SEC.) =   2.52    LONGEST FLOWPATH FROM NODE      1.01 TO NODE      1.03 =     449.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    49.00    UPSTREAM ELEVATION(FEET) =    103.90    DOWNSTREAM ELEVATION(FEET) =    102.75    ELEVATION DIFFERENCE(FEET) =      1.15    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.844      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.34    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.34  ****************************************************************************    FLOW PROCESS FROM NODE      2.02 TO NODE      2.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    102.75  DOWNSTREAM(FEET) =    100.70    CHANNEL LENGTH THRU SUBAREA(FEET) =   166.00   CHANNEL SLOPE =  0.0123    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      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) =       1.94    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.56    AVERAGE FLOW DEPTH(FEET) =   0.16   TRAVEL TIME(MIN.) =   1.08    Tc(MIN.) =    3.92    SUBAREA AREA(ACRES) =     0.68       SUBAREA RUNOFF(CFS) =    3.20    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.7         PEAK FLOW RATE(CFS) =       3.54    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.21   FLOW VELOCITY(FEET/SEC.) =   3.04    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.03 =     215.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.04 TO NODE      2.05 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.92  DOWNSTREAM(FEET) =    94.00    FLOW LENGTH(FEET) =   180.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   7.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.67    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.54    PIPE TRAVEL TIME(MIN.) =   0.45    Tc(MIN.) =    4.37    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.05 =     395.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.05 TO NODE      2.22 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    4.37    RAINFALL INTENSITY(INCH/HR) =   5.93    TOTAL STREAM AREA(ACRES) =     0.75    PEAK FLOW RATE(CFS) AT CONFLUENCE =      3.54  ****************************************************************************    FLOW PROCESS FROM NODE      2.06 TO NODE      2.07 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    75.00    UPSTREAM ELEVATION(FEET) =    103.00    DOWNSTREAM ELEVATION(FEET) =    101.46    ELEVATION DIFFERENCE(FEET) =      1.54    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.679      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.29    TOTAL AREA(ACRES) =      0.06   TOTAL RUNOFF(CFS) =      0.29  ****************************************************************************    FLOW PROCESS FROM NODE      2.07 TO NODE      2.08 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    101.46  DOWNSTREAM(FEET) =    100.85    CHANNEL LENGTH THRU SUBAREA(FEET) =   114.00   CHANNEL SLOPE =  0.0054    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.38    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   1.70    AVERAGE FLOW DEPTH(FEET) =   0.16   TRAVEL TIME(MIN.) =   1.11    Tc(MIN.) =    4.79    SUBAREA AREA(ACRES) =     0.46       SUBAREA RUNOFF(CFS) =    2.18    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.5         PEAK FLOW RATE(CFS) =       2.47    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.22   FLOW VELOCITY(FEET/SEC.) =   2.04    LONGEST FLOWPATH FROM NODE      2.06 TO NODE      2.08 =     189.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.09 TO NODE      2.10 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.52  DOWNSTREAM(FEET) =    94.17    FLOW LENGTH(FEET) =    74.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  10.0 INCH PIPE IS   5.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   7.90    GIVEN PIPE DIAMETER(INCH) =  10.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.47    PIPE TRAVEL TIME(MIN.) =   0.16    Tc(MIN.) =    4.95    LONGEST FLOWPATH FROM NODE      2.06 TO NODE      2.10 =     263.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.22 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    4.95    RAINFALL INTENSITY(INCH/HR) =   5.93    TOTAL STREAM AREA(ACRES) =     0.52    PEAK FLOW RATE(CFS) AT CONFLUENCE =      2.47    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        3.54     4.37        5.928          0.75        2        2.47     4.95        5.928          0.52    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1        5.72     4.37       5.928        2        6.00     4.95       5.928    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       6.00   Tc(MIN.) =    4.95    TOTAL AREA(ACRES) =        1.3    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.22 =     395.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.22 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.12 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    50.00    UPSTREAM ELEVATION(FEET) =    103.28    DOWNSTREAM ELEVATION(FEET) =    103.03    ELEVATION DIFFERENCE(FEET) =      0.25    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    4.811    WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION!      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.34    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.34  ****************************************************************************    FLOW PROCESS FROM NODE      2.12 TO NODE      2.13 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    103.03  DOWNSTREAM(FEET) =    102.60    CHANNEL LENGTH THRU SUBAREA(FEET) =    84.00   CHANNEL SLOPE =  0.0051    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.448    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.11    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   1.58    AVERAGE FLOW DEPTH(FEET) =   0.15   TRAVEL TIME(MIN.) =   0.89    Tc(MIN.) =    5.70    SUBAREA AREA(ACRES) =     0.35       SUBAREA RUNOFF(CFS) =    1.53    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       1.85    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.19   FLOW VELOCITY(FEET/SEC.) =   1.87    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.13 =     134.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.14 TO NODE      2.19 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    98.20  DOWNSTREAM(FEET) =    94.51    FLOW LENGTH(FEET) =   373.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  10.0 INCH PIPE IS   6.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.69    GIVEN PIPE DIAMETER(INCH) =  10.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.85    PIPE TRAVEL TIME(MIN.) =   1.33    Tc(MIN.) =    7.03    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.19 =     507.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.19 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    7.03    RAINFALL INTENSITY(INCH/HR) =   4.76    TOTAL STREAM AREA(ACRES) =     0.42    PEAK FLOW RATE(CFS) AT CONFLUENCE =      1.85  ****************************************************************************    FLOW PROCESS FROM NODE      2.15 TO NODE      2.16 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    48.00    UPSTREAM ELEVATION(FEET) =    105.60    DOWNSTREAM ELEVATION(FEET) =    102.50    ELEVATION DIFFERENCE(FEET) =      3.10    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.009      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.25    TOTAL AREA(ACRES) =      0.05   TOTAL RUNOFF(CFS) =      0.25  ****************************************************************************    FLOW PROCESS FROM NODE      2.16 TO NODE      2.17 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    102.50  DOWNSTREAM(FEET) =    100.58    CHANNEL LENGTH THRU SUBAREA(FEET) =   168.00   CHANNEL SLOPE =  0.0114    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25      50 YEAR RAINFALL INTENSITY(INCH/HOUR) =  5.928    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.03    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.13    AVERAGE FLOW DEPTH(FEET) =   0.11   TRAVEL TIME(MIN.) =   1.31    Tc(MIN.) =    3.32    SUBAREA AREA(ACRES) =     0.33       SUBAREA RUNOFF(CFS) =    1.57    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       1.82    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.16   FLOW VELOCITY(FEET/SEC.) =   2.40    LONGEST FLOWPATH FROM NODE      2.15 TO NODE      2.17 =     216.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.18 TO NODE      2.19 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.24  DOWNSTREAM(FEET) =    94.51    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   8.0 INCH PIPE IS   4.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   9.66    GIVEN PIPE DIAMETER(INCH) =   8.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.82    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    3.37    LONGEST FLOWPATH FROM NODE      2.15 TO NODE      2.19 =     242.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.19 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    3.37    RAINFALL INTENSITY(INCH/HR) =   5.93    TOTAL STREAM AREA(ACRES) =     0.38    PEAK FLOW RATE(CFS) AT CONFLUENCE =      1.82    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        1.85     7.03        4.760          0.42        2        1.82     3.37        5.928          0.38    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1        2.70     3.37       5.928        2        3.31     7.03       4.760    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       3.31   Tc(MIN.) =    7.03    TOTAL AREA(ACRES) =        0.8    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.19 =     507.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.20 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    94.51  DOWNSTREAM(FEET) =    94.00    FLOW LENGTH(FEET) =    51.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   8.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.40    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.31    PIPE TRAVEL TIME(MIN.) =   0.16    Tc(MIN.) =    7.18    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.20 =     558.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.20 TO NODE      2.22 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **    STREAM     RUNOFF      Tc      INTENSITY     AREA    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)   (ACRE)        1        3.31     7.18       4.693        0.81    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.22 =     558.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **    STREAM     RUNOFF      Tc      INTENSITY     AREA    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)   (ACRE)        1        6.00     4.95       5.928        1.27    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.22 =     395.00 FEET.    ** PEAK FLOW RATE TABLE **    STREAM    RUNOFF       Tc      INTENSITY    NUMBER     (CFS)     (MIN.)   (INCH/HOUR)        1       8.28       4.95        5.928        2       8.06       7.18        4.693    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       8.28   Tc(MIN.) =    4.95    TOTAL AREA(ACRES) =        2.1  ****************************************************************************    FLOW PROCESS FROM NODE      2.21 TO NODE      2.22 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================      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    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8272    SUBAREA AREA(ACRES) =    1.32   SUBAREA RUNOFF(CFS) =    6.81    TOTAL AREA(ACRES) =        3.4   TOTAL RUNOFF(CFS) =      16.64    TC(MIN.) =    4.95  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.23 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    87.00  DOWNSTREAM(FEET) =    81.23    FLOW LENGTH(FEET) =    37.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  15.0 INCH PIPE IS   8.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  23.09    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      16.64    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    4.98    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.23 =     595.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  76    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    36.00    UPSTREAM ELEVATION(FEET) =    101.50    DOWNSTREAM ELEVATION(FEET) =     98.42    ELEVATION DIFFERENCE(FEET) =      3.08    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.116      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) =      0.06   TOTAL RUNOFF(CFS) =      0.19  ****************************************************************************    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) =      0.04    TOTAL AREA(ACRES) =      0.02   TOTAL RUNOFF(CFS) =      0.04  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.0  TC(MIN.) =      7.52    PEAK FLOW RATE(CFS)   =       0.04  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************              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: 13:21 05/25/2021  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    2003 SAN DIEGO MANUAL CRITERIA    USER SPECIFIED STORM EVENT(YEAR) = 100.00    6‐HOUR DURATION PRECIPITATION (INCHES) =   2.500    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    SAN DIEGO HYDROLOGY MANUAL "C"‐VALUES USED FOR RATIONAL METHOD    NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (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) =      0.14    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.14  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     97.67  DOWNSTREAM(FEET) =     87.89    CHANNEL LENGTH THRU SUBAREA(FEET) =   367.00   CHANNEL SLOPE =  0.0266    CHANNEL BASE(FEET) =    2.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.17     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  4.336    RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  68    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       0.38    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.17    AVERAGE FLOW DEPTH(FEET) =   0.06   TRAVEL TIME(MIN.) =   2.82    Tc(MIN.) =    9.56    SUBAREA AREA(ACRES) =     0.29       SUBAREA RUNOFF(CFS) =    0.48    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.380    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       0.59    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.08   FLOW VELOCITY(FEET/SEC.) =   2.45    LONGEST FLOWPATH FROM NODE      1.01 TO NODE      1.03 =     449.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    49.00    UPSTREAM ELEVATION(FEET) =    103.90    DOWNSTREAM ELEVATION(FEET) =    102.75    ELEVATION DIFFERENCE(FEET) =      1.15    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.844     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.37    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.37  ****************************************************************************    FLOW PROCESS FROM NODE      2.02 TO NODE      2.03 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    102.75  DOWNSTREAM(FEET) =    100.70    CHANNEL LENGTH THRU SUBAREA(FEET) =   166.00   CHANNEL SLOPE =  0.0123    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON 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) =       2.15    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.62    AVERAGE FLOW DEPTH(FEET) =   0.16   TRAVEL TIME(MIN.) =   1.06    Tc(MIN.) =    3.90    SUBAREA AREA(ACRES) =     0.68       SUBAREA RUNOFF(CFS) =    3.56    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.7         PEAK FLOW RATE(CFS) =       3.93    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.22   FLOW VELOCITY(FEET/SEC.) =   3.08    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.03 =     215.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.04 TO NODE      2.05 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.92  DOWNSTREAM(FEET) =    94.00    FLOW LENGTH(FEET) =   180.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   8.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.81    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.93    PIPE TRAVEL TIME(MIN.) =   0.44    Tc(MIN.) =    4.34    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.05 =     395.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.05 TO NODE      2.22 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    4.34    RAINFALL INTENSITY(INCH/HR) =   6.59    TOTAL STREAM AREA(ACRES) =     0.75    PEAK FLOW RATE(CFS) AT CONFLUENCE =      3.93  ****************************************************************************    FLOW PROCESS FROM NODE      2.06 TO NODE      2.07 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    75.00    UPSTREAM ELEVATION(FEET) =    103.00    DOWNSTREAM ELEVATION(FEET) =    101.46    ELEVATION DIFFERENCE(FEET) =      1.54    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.679     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.32    TOTAL AREA(ACRES) =      0.06   TOTAL RUNOFF(CFS) =      0.32  ****************************************************************************    FLOW PROCESS FROM NODE      2.07 TO NODE      2.08 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    101.46  DOWNSTREAM(FEET) =    100.85    CHANNEL LENGTH THRU SUBAREA(FEET) =   114.00   CHANNEL SLOPE =  0.0054    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.53    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   1.78    AVERAGE FLOW DEPTH(FEET) =   0.17   TRAVEL TIME(MIN.) =   1.07    Tc(MIN.) =    4.75    SUBAREA AREA(ACRES) =     0.46       SUBAREA RUNOFF(CFS) =    2.42    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.5         PEAK FLOW RATE(CFS) =       2.74    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.23   FLOW VELOCITY(FEET/SEC.) =   2.12    LONGEST FLOWPATH FROM NODE      2.06 TO NODE      2.08 =     189.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.09 TO NODE      2.10 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.52  DOWNSTREAM(FEET) =    94.17    FLOW LENGTH(FEET) =    74.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  10.0 INCH PIPE IS   6.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   8.08    GIVEN PIPE DIAMETER(INCH) =  10.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.74    PIPE TRAVEL TIME(MIN.) =   0.15    Tc(MIN.) =    4.90    LONGEST FLOWPATH FROM NODE      2.06 TO NODE      2.10 =     263.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.22 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    4.90    RAINFALL INTENSITY(INCH/HR) =   6.59    TOTAL STREAM AREA(ACRES) =     0.52    PEAK FLOW RATE(CFS) AT CONFLUENCE =      2.74    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        3.93     4.34        6.587          0.75        2        2.74     4.90        6.587          0.52    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1        6.36     4.34       6.587        2        6.67     4.90       6.587    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       6.67   Tc(MIN.) =    4.90    TOTAL AREA(ACRES) =        1.3    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.22 =     395.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.22 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      2.11 TO NODE      2.12 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    50.00    UPSTREAM ELEVATION(FEET) =    103.28    DOWNSTREAM ELEVATION(FEET) =    103.03    ELEVATION DIFFERENCE(FEET) =      0.25    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    4.811    WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION!     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.38    TOTAL AREA(ACRES) =      0.07   TOTAL RUNOFF(CFS) =      0.38  ****************************************************************************    FLOW PROCESS FROM NODE      2.12 TO NODE      2.13 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    103.03  DOWNSTREAM(FEET) =    102.60    CHANNEL LENGTH THRU SUBAREA(FEET) =    84.00   CHANNEL SLOPE =  0.0051    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.076    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.24    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   1.64    AVERAGE FLOW DEPTH(FEET) =   0.16   TRAVEL TIME(MIN.) =   0.86    Tc(MIN.) =    5.67    SUBAREA AREA(ACRES) =     0.35       SUBAREA RUNOFF(CFS) =    1.71    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       2.06    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.20   FLOW VELOCITY(FEET/SEC.) =   1.89    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.13 =     134.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.14 TO NODE      2.19 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    98.20  DOWNSTREAM(FEET) =    94.51    FLOW LENGTH(FEET) =   373.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  10.0 INCH PIPE IS   7.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.77    GIVEN PIPE DIAMETER(INCH) =  10.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.06    PIPE TRAVEL TIME(MIN.) =   1.30    Tc(MIN.) =    6.97    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.19 =     507.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.19 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  1 ARE:    TIME OF CONCENTRATION(MIN.) =    6.97    RAINFALL INTENSITY(INCH/HR) =   5.32    TOTAL STREAM AREA(ACRES) =     0.42    PEAK FLOW RATE(CFS) AT CONFLUENCE =      2.06  ****************************************************************************    FLOW PROCESS FROM NODE      2.15 TO NODE      2.16 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    48.00    UPSTREAM ELEVATION(FEET) =    105.60    DOWNSTREAM ELEVATION(FEET) =    102.50    ELEVATION DIFFERENCE(FEET) =      3.10    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    2.009     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.27    TOTAL AREA(ACRES) =      0.05   TOTAL RUNOFF(CFS) =      0.27  ****************************************************************************    FLOW PROCESS FROM NODE      2.16 TO NODE      2.17 IS CODE =  51  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<    >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    102.50  DOWNSTREAM(FEET) =    100.58    CHANNEL LENGTH THRU SUBAREA(FEET) =   168.00   CHANNEL SLOPE =  0.0114    CHANNEL BASE(FEET) =    3.00   "Z" FACTOR =  12.000    MANNING'S FACTOR = 0.015   MAXIMUM DEPTH(FEET) =   0.25     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  92    TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =       1.15    TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =   2.17    AVERAGE FLOW DEPTH(FEET) =   0.12   TRAVEL TIME(MIN.) =   1.29    Tc(MIN.) =    3.30    SUBAREA AREA(ACRES) =     0.33       SUBAREA RUNOFF(CFS) =    1.74    AREA‐AVERAGE RUNOFF COEFFICIENT =  0.800    TOTAL AREA(ACRES) =        0.4         PEAK FLOW RATE(CFS) =       2.02    END OF SUBAREA CHANNEL FLOW HYDRAULICS:    DEPTH(FEET) =  0.16   FLOW VELOCITY(FEET/SEC.) =   2.50    LONGEST FLOWPATH FROM NODE      2.15 TO NODE      2.17 =     216.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.18 TO NODE      2.19 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    96.24  DOWNSTREAM(FEET) =    94.51    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   8.0 INCH PIPE IS   4.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   9.91    GIVEN PIPE DIAMETER(INCH) =   8.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.02    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    3.34    LONGEST FLOWPATH FROM NODE      2.15 TO NODE      2.19 =     242.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.19 IS CODE =   1  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<    >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<  ============================================================================    TOTAL NUMBER OF STREAMS =  2    CONFLUENCE VALUES USED FOR INDEPENDENT STREAM  2 ARE:    TIME OF CONCENTRATION(MIN.) =    3.34    RAINFALL INTENSITY(INCH/HR) =   6.59    TOTAL STREAM AREA(ACRES) =     0.38    PEAK FLOW RATE(CFS) AT CONFLUENCE =      2.02    ** CONFLUENCE DATA **    STREAM     RUNOFF       Tc      INTENSITY      AREA    NUMBER      (CFS)     (MIN.)   (INCH/HOUR)    (ACRE)        1        2.06     6.97        5.317          0.42        2        2.02     3.34        6.587          0.38    RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO    CONFLUENCE FORMULA USED FOR  2 STREAMS.    ** PEAK FLOW RATE TABLE **    STREAM     RUNOFF      Tc      INTENSITY    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)        1        3.01     3.34       6.587        2        3.69     6.97       5.317    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       3.69   Tc(MIN.) =    6.97    TOTAL AREA(ACRES) =        0.8    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.19 =     507.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.19 TO NODE      2.20 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    94.51  DOWNSTREAM(FEET) =    94.00    FLOW LENGTH(FEET) =    51.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   9.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.46    GIVEN PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.69    PIPE TRAVEL TIME(MIN.) =   0.16    Tc(MIN.) =    7.13    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.20 =     558.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.20 TO NODE      2.22 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **    STREAM     RUNOFF      Tc      INTENSITY     AREA    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)   (ACRE)        1        3.69     7.13       5.241        0.81    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.22 =     558.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **    STREAM     RUNOFF      Tc      INTENSITY     AREA    NUMBER      (CFS)    (MIN.)   (INCH/HOUR)   (ACRE)        1        6.67     4.90       6.587        1.27    LONGEST FLOWPATH FROM NODE      2.01 TO NODE      2.22 =     395.00 FEET.    ** PEAK FLOW RATE TABLE **    STREAM    RUNOFF       Tc      INTENSITY    NUMBER     (CFS)     (MIN.)   (INCH/HOUR)        1       9.21       4.90        6.587        2       9.00       7.13        5.241    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       9.21   Tc(MIN.) =    4.90    TOTAL AREA(ACRES) =        2.1  ****************************************************************************    FLOW PROCESS FROM NODE      2.21 TO NODE      2.22 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  98    AREA‐AVERAGE RUNOFF COEFFICIENT = 0.8272    SUBAREA AREA(ACRES) =    1.32   SUBAREA RUNOFF(CFS) =    7.57    TOTAL AREA(ACRES) =        3.4   TOTAL RUNOFF(CFS) =      18.49    TC(MIN.) =    4.90  ****************************************************************************    FLOW PROCESS FROM NODE      2.22 TO NODE      2.23 IS CODE =  41  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    87.00  DOWNSTREAM(FEET) =    81.23    FLOW LENGTH(FEET) =    37.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  15.0 INCH PIPE IS   9.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =  23.65    GIVEN PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      18.49    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    4.93    LONGEST FLOWPATH FROM NODE      2.11 TO NODE      2.23 =     595.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<  ============================================================================    RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100    SOIL CLASSIFICATION IS "B"    S.C.S. CURVE NUMBER (AMC II) =  76    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    36.00    UPSTREAM ELEVATION(FEET) =    101.50    DOWNSTREAM ELEVATION(FEET) =     98.42    ELEVATION DIFFERENCE(FEET) =      3.08    SUBAREA OVERLAND TIME OF FLOW(MIN.) =    3.116     100 YEAR RAINFALL INTENSITY(INCH/HOUR) =  6.587    NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5‐MINUTE.    SUBAREA RUNOFF(CFS) =      0.21    TOTAL AREA(ACRES) =      0.06   TOTAL RUNOFF(CFS) =      0.21  ****************************************************************************    FLOW PROCESS FROM NODE      4.01 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) =      0.05    TOTAL AREA(ACRES) =      0.02   TOTAL RUNOFF(CFS) =      0.05  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.0  TC(MIN.) =      7.52    PEAK FLOW RATE(CFS)   =       0.05  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Final Hydrology Study BMW of Carlsbad ATTACHMENT 4 Storm Drain Sizing Calculations C~Commercial Development Resources 122100.43GV 558100.46LOOP CLOSE 665100.48LOOP CLOSE 987104.67GM106.16GM x TRASH BOLLARD TIRE STOP TRASH EXISTING BUILDING BOLLARD SPEED BU M P BOLLARD SPEED BU M P TIRE STO P SPEED BU M P EXISTING BUILDING BOLLARD SS SS SEWER SEWER SS SS EXISTING BUILDING EXISTING BUILDING RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW RW WWWWWWWWWWWSSLOT LINEAPN: 211 - 0 8 0 - 1 1 - 0 0 HELIX LA N D C O L T D DOC. NO . 0 0 0 0 5 1 3 2 3 2 , O . R . DEED NO . 0 0 0 0 7 0 2 8 2 1 , O . R .WWWWWWWWWWWWWWWWWWWWWWWWWWWWWW104 103 102 106107 108105110 111 98 99 100 102 103 99 100 105 106 107 108 104 104 103101 102 100 104 103102100 99 101102102 109 108 107 106 105109 103 101 104103102105 102 1 0 3 101 103 103 10 1 103 10 1 10 1 104 112 105 106 97 102 105104103 103 102101 NOPARKINGCITY SD LINE18" RCP (1350-D) CITY SD LINE18" RCP (1350-D) PRIVATE LATERAL 18" RCP (1350-D) PROPOSED BUILDING W/ ROOFTOP PARKING RAMP DOWN (TO 2D) 2D 0.46 2H 0.33 2F 0.35 2B 0.68 ENTIRE PROJECT SITE ULTIMATELY DISCHARGES TO CITY STORM DRAIN SYSTEM 2A 0.07 2E 0.07 2G 0.05 2C 0.06 CITY SD LINE18" RCP (1350-D) CITY SD LINE18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) CITY SD LINE 18" RCP (1350-D) BMP-6A: UNDERGROUND DETENTION SYSTEM (HYDRAULICALLY CONNECTED TO BMP-6B) 95.00TOP; 87.00INV BMP-6B: UNDERGROUND DETENTION SYSTEM (HYDRAULICALLY CONNECTED TO BMP-6A) 95.00TOP; 87.00INVBMP-5: MWS FORPROPRIETARY BIOFILTRATION BMP-3: BIOFILTRATION BASIN W/ IMPERMEABLE LINER BMP-1: BIOFILTRATION BASIN W/ PARTIAL RETENTION BMP-2: BIOFILTRATION BASIN W/ PARTIAL RETENTION BMP-4: BIOFILTRATION BASIN W/ IMPERMEABLE LINER JUNCTION STRUCTURE WITH ORIFICE CONTROL AND EMERGENCY OVERFLOW WEIR ROOF STORM DRAIN SYSTEM PER MEP PLANS ROOF STORM DRAIN SYSTEM PER MEP PLANS ROOF STORM DRAIN SYSTEM PER MEP PLANS NODE 2.21d94.00INV-IN NODE 2.04100.92TG100.12FG96.92INVS=0.016Q100=3.93cfsNODE 2.0594.00INV-IN NODE 2.09100.52TG100.02FG96.52INVS=0.032Q100=2.74cfs NODE 2.1094.17INV-IN NODE 2.18100.24TG99.74FG96.24INVS=0.065Q100=2.02cfs NODE 2.1994.51INVS=0.010Q100=3.69cfs NODE 2.2094.00INV-IN NODE 2.2287.00INVS=0.153Q100=18.5cfs NODE 2.23(81.23INV)CONNECTION TOEXISTING 18" RCPPRIVATE LATERAL NODE 2.14102.20TG101.70FG98.20INVS=0.010Q100=2.06cfs EX CURB INLETCATCH BASIN ROOF DOWNDRAIN PER MEP PLANS ROOF DOWNDRAIN PER MEP PLANS ROOF DOWNDRAIN PER MEP PLANS CANNON ROAD CAR COUNTRY DRIVEAUTO CENTER CT N78°28'43"W L = 418.33' R = 2 5 . 0 0 ' L = 3 9 . 2 7 ' N3 3 ° 2 8 ' 4 3 W N11°31'17"EL = 74.00'N26°21'29"E L = 136.73'' R=264.00'N41°11'41"E L = 100.00'S35°08'03"E L = 71.08' R=336.00' R=20. 0 0' L = 28. 6 0' N70°0 2' 1 3" E N69°00'00"E L = 295.78' S60°44' 20"E L= 2 5 . 9 5 ' R=90.00' N52°44' 2 0 " E L=50. 0 0 'N21°00'00"E L = 321.16'NODE 2.21c98.21INV-IN97.22INV-OUTS=0.103Q100=9.21cfs NODE 2.21a99.75INVS=0.01058%Q100=5.34cfs NODE 2.21b98.23INVS=0.020100%Q100=9.21cfs 2I 1.32 BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 HYDROLOGY EXHIBIT C: PROPOSED STORM DRAIN SYSTEM ASPHALT CONCRETE BUILDING/ROOF AREA LANDSCAPE PERMEABLE PAVERS BIOFILTRATION BASIN W/ PARTIAL RETENTION BIOFILTRATION BASIN W/ IMPERMEABLE LINER DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY STORM DRAIN LINE PERFORATED UNDERDRAIN PROPERTY LINE DRAINAGE AREA ID SIZE (ACRES) LEGEND: AUTONATION INC. 200 SW 1ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: CLIFF POWELL TEL: (954) 769-6000 PREPARED FOR: # # COMMERCIAL DEVELOPMENT RESOURCES 4121 WESTERLY PLACE, #112 NEWPORT BEACH, CA 92660 CONTACT: AARON ALBERTSON, PE TEL:(949) 610-8997 PREPARED BY: SD H.M.L.L___I ___JI --- t.. ~ ;;·.-_:}~ .-_::-:)1---/4 - . . I I J\· ------- IIIIIIW - I I I I I· • :" .1 I I l<<<<I I:::;:; I H:">?·;c::•'I 1 ...... : .... : .. :: .... 1 8 0 50 GRAPHIC SCALE SCALE: t" = SO, -~ 0 I.... 0 E I.... 0 vi :J ;Q _c X w :r: c8 :r: I m CX) 0 CX) < CJ) 0 0 I.... ~ :r: / <( (.) u 0 _Q (I) -.:::: 0 (.) ~ ::;,; m I C ,Q +-' 0 z 0 +-' :::J <( I + / CX) 0 N / 2 u -~ 0 $ cii A. MIN. SD PIPE CALCULATIONS PROJECT:BMW of Carlsbad *See Proposed Storm Drain Map for Node Locations LOCATION:Carlsbad, CA DATE:05/25/2021 For full flow in a circular storm drain:For minimum circular pipe size required: Qf = 1.49*(n‐1)*(Af)*(Rf 2/3)*(S0 1/2)Dr = [2.16*(n)*(Q)/(S0 1/2)]3/8 Where Qf = full flow rate (cfs)Where Dr = minimum size pipe required (ft) n = Manning's roughness factor n = Manning's roughness factor Af = (π*D2/4) = flow area at full flow (ft2)Q = flow rate (cfs) Rf = (D/4) = hydraulic radius at full flow (ft)S0 = longitudinal slope (ft/ft) S0 = longitudinal slope (ft/ft) SD DATA TABLE:Avg. Manning Roughness Coefficients for Closed Conduits: SIZE D (ft)Af (ft2)Rf (ft)Qf *n/(S0)1/2 PVC HDPE RCP CONC 3" PIPE 0.25 0.049 0.063 0.012 4" PIPE 0.33 0.087 0.083 0.025 6" PIPE 0.50 0.196 0.125 0.073 8" PIPE 0.67 0.349 0.167 0.158 10" PIPE 0.83 0.545 0.208 0.286 12" PIPE 1.00 0.785 0.250 0.464 15" PIPE 1.25 1.227 0.313 0.842 PIPE NO. Node Node S0 (ft/ft) Q100 (cfs)Material n Dr (ft) dr (in)USE Qf (cfs) 1 2.04 2.05 0.016 3.93 HDPE 0.012 0.92 11.06 12'' PIPE 4.90 YES 125% 2 2.09 2.10 0.032 2.74 HDPE 0.012 0.71 8.49 10'' PIPE 4.26 YES 155% 3 2.14 2.19 0.010 2.06 HDPE 0.012 0.79 9.48 10'' PIPE 2.38 YES 116% 4 2.18 2.19 0.065 2.02 HDPE 0.012 0.55 6.63 8'' PIPE 3.35 YES 166% 5 2.19 2.20 0.010 3.69 HDPE 0.012 0.98 11.80 12'' PIPE 3.87 YES 105% 6 2.21a 2.21b 0.010 5.34 HDPE 0.012 1.13 13.56 15'' PIPE 7.02 YES 131% 7 2.21b 2.21c 0.020 9.21 HDPE 0.012 1.22 14.60 15'' PIPE 9.92 YES 108% 8 2.21c 2.21d 0.103 9.21 HDPE 0.012 0.89 10.74 12'' PIPE 12.42 YES 135% 9 2.22 2.23 0.153 18.50 HDPE 0.012 1.08 12.95 15'' PIPE 27.45 YES 148% 10 CHECK: Qf > Q100 Pipe Material 0.011 0.012 0.013 0.014"n" Value Page 1 of 1 I I I I B. BMP RISER SIZING CALCULATIONS PROJECT:BMW of Carlsbad *See Proposed Storm Drain Map for Inlet locations.LOCATION:Carlsbad, CA DATE:05/25/2021   Hydraulic capacity of overflow riser operating as a weir:     QW = CW x L x (H)3/2 = QR   Where:      QW = discharge of weir (cfs) ‐‐> use 100‐year storm for overflow riser      QR = discharge of riser operating as a weir (cfs)      C W  = coefficient of discharge of weir = 3.1 (constant)      L = length of weir (ft) = internal perimeter of square riser      H = level of water in the basin over the invert of the riser (basin freeboard) 3'x3' Concrete Riser 3'x3' Concrete Riser 3'x3' Concrete Riser Q100 =3.93 cfs Q100 =2.06 cfs Q100 =2.74 cfs CW =3.1 ‐‐‐CW =3.1 ‐‐‐CW =3.1 ‐‐‐ LID =2.0 ft LID =2.0 ft LID =2.0 ft WID =2.0 ft WID =2.0 ft WID =2.0 ft LW =8.0 ft LW =8.0 ft LW =8.0 ft H = 4 in H = 4 in H =4in QRISER =4.77 cfs QRISER =4.77 cfs QRISER =4.77 cfs QR > Q100 YES 121%QR > Q100 YES 232%QR > Q100 YES 174% 3'x3' Concrete Riser Q100 =2.02 cfs CW =3.1 ‐‐‐ LID =2.0 ft WID =2.0 ft LW =8.0 ft H =4in QRISER =4.77 cfs QR > Q100 YES 236% BMP‐3 @ NODE 2.09 (2'x2' internal dimensions) BMP‐4 @ NODE 2.18 (2'x2' internal dimensions) BMP‐1 @ NODE 2.04 BMP‐2 & NODE 2.14 (2'x2' internal dimensions) (2'x2' internal dimensions) PAGE 1 OF 1 Final Hydrology Study BMW of Carlsbad ATTACHMENT 5 Storm Drain As-Built Plans C~Commercial Development Resources 91NIRAL NOTEf l. 2. 3. 4. 5. 6. All IIOfU( SHAU SE DONE ACCORDiltG TO THE APPROY£0 Pl.AMS ANO SPECIFICATIOIIS. THE CURROIT STAMWtD SPECIFICATIONS FOR PUBLIC IIORICS CONSTRUCTION (GREEN 900K) • THE SAN DIEGO REGIONAL STOOAAD OAAlllN&S AS ll'OIFIEO BY TM( cm Of CARLSBAD STAHDAADS, THE CITY OF CAAI.SBAD SIJPPlEIIENTAL ST.--RO DRAl/lN6S ANO ALL APPllCABLE CITY OF CARlSSAO OROJNAIICES. TIIE CONTRACTOR SHALL OfSICII, CONSTRIICI ANO MAINTAIN ALL wm 0£VICES. INCLUDlltG SHORING, AND SHALL SE SOCELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AHO FEOERAL ~FITT ANO HEALTII STANOARDS, lAllS ANO REGULATIONS. TIIE CONTRACTOR SHALL CONFORM 10 I.A80R COO£ SECTION 670S SY SIJSMITTIIIG A OfTAIL PlAN TO THE CITY ENGINEER ANO/OR COHC£RNEO AGOICY SIIOIIING TIIE DESICII Of SHORING. BRACING, SLOl'ING OR OTIIER PROVISIONS TO SE ltADE FOR WORl<ER PROTECTION FROM TIIE HAZARO OF CAVING GR(UNO DURING THf EXCAVATION Of SUCH TRENCH OR TRElltHES OR DURING THE PIPE INSTALLATION THEUIN. THIS PlAN llJST BE PREPAREO FOR All TRENCHES Fm rEET (5') OR 110RE IN otPTH ANO APPROVEO 8Y THE CITY E1161NttR ANO/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES Fl!Qj THE SHORING SYSTEN STAHOAROS ESTABLISHED SY THE CONSTRUCTION SAf£TY ORDERS. THE PLAN SHAU SE PREPARED SY A REGISTERED CIVIL OR STRUCTURAL E!jGINEER AT THE CONTRACTOR'S EXPENSE. TIIE EXISTENCE ANO LOCATION Of UTILITY STRUClVRES AND FACILITIES SIIOlnl OH THE CONSTRUCTICIC PLONS WERE OBTAINED SY A SEARCH Of TIIE AVAILABI.E RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT IOl(M OR IN A LOCATION Olff(R[NT FROII THAT SHOW CIC THE PI.AIIS. THE COKTIW:TOR IS REQl,IRE!l--.JO TAl:E DUE PRECAUTIONARY IIEASURES TO PROTECT THE IITILl1 IES -ON THE PlANS ANO Alt'I OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. \ THE COffTRACTOR SHALL VERIFY THE LOCATION Of All EXISTING FACILITIES {ABOYEGROUNO AND UNOER&R(lH)) WITHIN THE PROJECT SllE SUFFICIENTLY AHEAD Of THE CONSTRUCTION TO PERMIT THE REYISICIC OF THE CONSTRUCTION PLANS IF IT IS FDUNO TIIE ACTUAL LOCAllONS AR£ IN CONFLICT WllH Tl!E PIIOPOSEO WORK. TIIE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY CCJCPANIES AT LEAST 48-HOURS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACILITIES AND SHALL COORDINATE THE VORIC WITH CONP!,!jl. B!~tENT~JlV1------,~---~--·............._.::-... 11:, [ 90IJn;ERN CALIFO~NIA G-'500 ..•••...•••. (!10o) 422-413~.J "'-SAN DIEGO GAS & ELECTIIIC CONPAIIY :-,---:-:-•.~BOO) 422-4133 PACIFIC SELL . • . • . . • • • • • . . • • • (800) 422-4133 CATY • • • • • • • • • • • • • • • • • • • • (800) 422-4133 SfVER-CITY OF CARLSBAD . • • • • • . • • • • (619) 438-~04 WATER-COSTA REAL IIJNICIPAL WATER DISTRICT .(619) 438-2722 I ' I 7. NO WORK SHAll BE CDlt1ENCEO UNTIL ALL PERHITS HAYE BEEN OBTAINED FR<»! THE CITY ANO OTHER APPROP1UAT£ AGENCIES. THE CONTRACTOR SHALL NOTIFY THE CITY Of CARLSBAD AT llAST FIVE ;5) WORXING DAYS PRIOR TO STARTING CONSTRUCTION SO THAT INSPECTION NAY 8E PROVIDED. (PHONE 438-3550) ''-' ,,, •.. I ~tj :S il \ ..... -· lf) I 8. 9. IIIERE TREMCll£S AA£ WITHIN cm EASDl£lffS, A SOILS REPORT PERfORIIEO SY A QUALIFIED SOllS ENGINEER IS REQUIRED. CONPACTION REPORTS SHALL 8E SUIIIC!TTED TO THE PUBLIC IIOfU(S INSPECTOR UPON COIIPl.£TION Of THE WORX. I 10 NO REVISIONS Wilt SE ltADE TO THE CONSTRUCTION PlANS WITHOUT THE WRITTOI APPROVAL Of THE CITY Ol&INEER NOTED WITHIN THT REVISION BLOCK ON THE APPROPRIATI SliEET OF THE Pl.AMS. ACCESS FOR FIRE ANO OTHER EMERGENCY YEIUCLES SHALL 8[ IIAINTAINED TO THE P<!OJECT SITE AT All TlNES OURIN6 THF CONSTRUCTION. ~ ··-..1 I II. REVISIONS OF THESE PLAIIS MAY SE REQUIRED If THE PIIOPOSED IIIPROYEIIEIITS AR( NOT ---j OOIISTRUCTED PIUOR TO TH< EXPIRATION Of THE IMPRO'IOONT ~!JIElfT. I 12. CITY APPROVAL Of Pl.AMS OOES NOi RELIEVE THE 0£V£LOPER OR E!jGINEER·Of•WORI( FRDII /NTERSTATC RES~SJBIUTY 'OR THE CORRECTICIC OF ERROR ANO <»IISSIOII ~ISCOYER£0 DURih'G 7 COIISTRUCTION. UPOIC REQUEST THE REQUIRED PlAII REYISIO!tS SHALL BE PROMPTLY --- SU!lltlTTFD 10 THE CITY OICINEER FOR APPROVAL. -1 ,,---r---------~-~t~ I f AS e.t>ILT NOTE: Z ~ <:.i-:: ~ ..-•;-_ ~ 111E U>E OF TRE TERM 'A5 SJILT" HEHEON MEJW~ THAT NOIJE llAS INO!RPORATED ~a.; ; 4 : I ONT01HE OES16N ORlW/NG5 TH05ECW16£STAATI\RE Al'!'Ali!B'ff B'I FIB..D REVIEIV,ORTIW ·-~.-1 IIA.\IE eE0\J PROVIDED 10 NOLTE B~ TAE Cll!Sl"RUCTION COl'ITRACIDR. NOCl"E OOE:i NDr ASS!Mi. \ TI-IE COl.~S RE';P~151Lll'I FllR COMPLETIDN OF TUE WDRI(. AS SIIOWN ON 111£ DRAWINGS OR 11/E ACI.lJ'llC,/ ~ TIIE Ptt1JI l'R!NIDED Tl) MOUi?. _,,_________ I :,Y,:. ~UA=M ,_.HVA'E-,:; 'r ·~ .7 ,WA'/,IY L1(CtAA'.r TN'Ar q p/ H-'A't:.V .;,7, /1'4? / AK TA'E /#,t;HEER P/ H41'.r/M .f-"/17 /.I u T#/fE A:4-1'.r, ,,.,.,, / ,,,,,,,., I E,Y/.«/.1/IJ A'/fl'd#.f/4/E't"//,U•E ,w,{' rPE N.f/;;NIJ/ TR/ AM/Et"/"-'.f IJ///H/;!J /H .J;(t"/7;!J/Y ,t;T;!JJ V ?N'E ,!Jl&WE.f5 -'#IJ l'll'VE.WtW =.r,=-" n.1r n, A'J/.W /.f Ct>yf,l5/F,'/T IWTAI t'tmPEAI/" sa~ /,V ,1,ff&'#/Hlt PE.f/:>;!JN$/&/ (/IA.KE'./ Al't'E'Pr /IA'/ ,IIIJl'/?N.f/4/1/ff /;!JR T/// S-W6<1W. REY/.f/P#.f S#-H dH S//£ET /.$ A' /W/$E A',IN.f. .I' &'HllERST-#Nll T#AT /7,'/ t'#Et'.f' d/ PRMEL'r MAIWHt:5 AHIJ .f'Pf("///t'-'77-"~ #Y ;wr t'/ff a/ ,-,1,nsBAIJ /J l'•W• h'NEi? T,? A REY/EJ<I dA/IY AHO DPfl NPT ,f;{//El'E NE, ,If E#,t;/AIEER P/ ll'MA; d/ Afr ,f0//7HJ/4/I/T/C5 ~ :l"4,lft'/" ,7fi/,t;A' 5 T.,'f./. h ,l',IIIA't1M' 4.f~l'/Aff.f -• t1 y II 1£. ,:✓,?/KA#t'R;(JT/R,h(,,1t/;7~ S7-:4/c,,, T/1. -f•/1'} ~J.i'• /1~/ El/(//1'/T,,/f, CA. f?RN CJ'/1.llf! .£ ,/',I/IA', A'CE. ?Jf.?7; .ICI. lYI' N /JI/I! 3h.,../9-r Q.fTE C@'J:f :f@(NVH/{(&{ .ff'ATt':fR(fqf/(T Hd/"E.f It ',4//,PP,IL) ...... . 1·····::.:· I f 31 2. BEFORE ANY COICNECTICIC OF SHUT llOWM Of VALVES CIC EXISTING C.R.M.W.O. LIHE.S, A PERMIT SHALL SE OBTAINED FR0f1 C.R.H.V.O. OFFICE ANO HIJST SE SIGNED ANI) APPROVED 3. 4. 5. 6. 7. 8, 5. 8\' DISlRICl OICINEER ANO DISTRICT SIJPERINTEN0£Nl. A PRECONSTRUCTION CONFERENCE H[EllNG SHALL SE HELO A MINIIIJN Of 7 MYS BEFORE CONSTRUCTION BEGINS. THE CONTRACIOR SHALL NOTIFY COSTA REAL MUNICIPAL WAHR DISTRICT 48 HOURS PRIOR TO STARTING \,(ltil( SO THAT INSPECTION AAY BE PROVIOEO ANO SHA,l COORDINATE HIS WORK VITH DI STRICT REPRESENTATIVES, TELEPIIONE NO. {619) 438-3367. HO TREES OR STRUCTURES SHALL 8[ PLACED IN WATER LINE EASEMENT WITHOUT WRITT APPROVAL or OISTRICT ENGINEER. IIIIEDIATE NOTIFICATICIC TO THE FOt.LOIIING OEPARTIIENTS IS REQUIRED fOR SlfflllOIINS: FIRE OEPARTIIENT 438-5521 COSTA REAL HIJNICIPAL WATER DISTRICT 438-2722 THE CONTRACTOR SHALL OBTAIN AN EJCAYATICIC PERll!T FR<»! THE OIYISJOM Of llllUSTRIAL SAfElY BEFORE ANY EXCAVATION ANO SHALL ADHERE TO All PROVISIONS Of THE STATE CONSTRUCTION SMETY ORDERS. TIIE USE Of ASBESTOS WOT (A.C.) PIPE AS -ON THESE Pl.AMS IS 4T THE DIRECTICIC OF THE COSTA REAL IMIICIPAL WATER DISTRICT. NOLTE 00 ASSOCIATES ACCEPTS NO LIABILITY FOR THE USE OF A.C. PIPE, OR ANY OTHER ALTER!IATE NATERIAL T!iilT THE DISTRICT MAY ACCEPT. CONTRACTOR SHALL SU&lf!T TO WATER DISTI\ICT l:NGIN!cER !'Oil M'"'10J-A Pl.AN M'/7 k#/lJY/rE NA'SRtYTDtNrK 4/ EJ'/.J/." /1',I/T,P AM/# /K /AS.rd ti/I ..WRIT ,IHP T//·/N P/ HEW P/.PE. /. Jr,f/U ,11,1/,1/J / APl'#RT/K-'Kff.f ./#All K t:M'.fTA'l/t"ffD /N ACC4A'IJ,1HCE If'//"// /"IE t:afT,t .PE.#t N&'.,Y/l'//1,f/ ll'AHR IJ/,JT.P/t'/" sallMA't) A'M:f AHO.Jllt///(',f,77&N!, /PB 7 EIJ/T/dN. REQU~"TS: ~ It _, ~ '-- CARLSBAD TRACT NQ 87-3 CAR COUNTRY EXPANSION ~ ?.JR. w ,LDT JYJJSC. h/J.!P 1\JtJ. "}-/,, ivlt!P ND, • 5/JM)fV/SION ,'" ·-.. i /!,(}(}NOAK'( ; 8 l ! ; • . ..J 'i j KEY MAP SCALE' 1••200• P-1 I 0 '°" a,o 400 a~ o' : --. ! COi/foi: ------------"-l:~ 1':) '~. ~ .5 PAR. J 1 PAR 2 P.M. NO . .5426 (~~ ~ ~ <TYP.) ~ \ ,. ...... $- i' 8 ,\ !_9 j .;: F.K • ...,, ~ P NI. NO. %51 I I L'JT 8 I I ~ ~ " h a !.'JT 3 1 _, I Q;.: •• ··• I c-i,u. ·, I U.:,'."~_.: ----- IIISED ii,_ .... NOlfTE it5) ··••!· WOIIK TO IIE DONE TIIE IIIPROVEJIFHlS CONSIST OF TIIE FOLLOIIJIIG WORI( TO !It DONE M:CORDIII" to l!IESE PlA,, TIIE CURRENT CITY OF CAAISSAO ENGINEERING ()(PAkll'CII, ~TANOARD SPfC!FICA'IONS ..., SPECIAL PROVISIONS FOR Tii[ lill>ROYEIIENl Of SUBOIVJriJII STREETS ANU STA/llA!ID REF(., ,cf DRAIIINGS; ALSO ACCOROING 10 TH£ CURRENT COSTl REAL PICIPAL WATER DISTRJCI "STANf\lRD PLAIIS AND SPECIFICATICICS• ANO STANOARD ORAl/1"',f ~ ilEI! CUT SLOPE • 2:1 FILL SLOPE A.C. PVll'T. OVER Cl !! A.8. 6. CURB ••.•••.••• 6" TYPE 'G' CURB AND GUTTER • 6• TYPE '8-1' NEDIAN CURS . OECORATIVE CONCR£TE (HEO. P'ill'T) 4" CONCRETE Sl0£WALK RfG SIP fMi NQ • SEE TYP. SECS •• SHT. 2 • G·l . • C-2 . . G-6 -_ ,Cf WID5CAPf 6UOEUfES -. . G-7 • 4" CONCRETE "EDIAN NAINT. ACCESS PVN'T. 6•7 • 7•1/2• CONCRETE CONN'L 0/W . TYPE 'O' TRENCH RESURFACING . TYPE 'E' PEOESTRIAN RAHP •• . C·l4 • G-25 ._ • CALTRAIIS DMi. N!HI· . TYPE 'C' PE.OESTRIAN RAHP • • • C.<I.TlfN<S OMG. H&·B '. <_ ANCHOR BASE FOUIIJAP'JN TYPE STREET LICHT ST.t"llARO . E-1 CCICTINUOUS 8ARRICAO" . N-9 . STREET SURVEY 110NUHENT STRE(I NAHE SIG!< 6° CONCRETE GUTTER • • • N-10 • SEE OlT. , "'3" SIDEWALK UNllEllllRAIN, • • • • . • 0-Z7 • . A.C.P. VATER MAIN (CL. ISO){SIZE SHOWN ON PLANS!. 2• VAIER SERVICE • • • • • • • • 6 • FI RE HYDRANT ASSEMBLY • • • • GATE VALVE (SIZE ;HOWi< ON PUNS) J• AIR-VACUUM Yt~V[ ASSotBLY • • 2• ,:• M·l9 . ,._ :"" 6*. g• ~·--:.-;.- ·-· - ~ ~ .. -2~~ --.-----® --i SEWER NOTES. STREET NOTES I• IWIIJAL A!~ RE,fAIE ASSEM!ILY 2" IWi',Al AIR RELEASE ASSEMIILY 11·. . 13• . 14• ' . 14• I. 2. 3. 5. 6. 7. 8. 9. LATERALS ANO AAIHS SHALL 8E 100:l AIR TESTED AFTER CONSTRUCTICIC OF OTHER trTILITIES AS SPECIFIED IN THE CITY OF CARLS8AD STANOAAD SPECIFICATIONS. ~i~E "1~1lS PRW;.\~ i~i~RUC.Jxrr..::~EtTH -0:E~'fttE!:~h "\~~"\" ~E ~p Tg.. T~pr. UNLESS OTIIERWISE APPROVEO. ALL SEWER LINES ANO APPURTENAIICES SHALL)!_[ IIISPECTED AND APPROVED SY THE EN~INEERING INSPECTOR PRIOR TO SACl(fJLLING. All PIPES SHALL HAYE A FOUR-INCH (4") MINIIIJN CRUSHED ROCK SEOOINS IN ACCORDANCE Wl"IM TIIE APPROPRIATE STANOARll DRAWING. ALL LATERALS SHALL SE CONSTRUCTED TO A MINI-FIVE-FOOT (5') DEPTH (TO TOI' Of PIPE) AT PROPERTY LINE ANO SHALL SE CLEAR OF DRIVEWAYS. ALL LATERALS SHALL ~ CLEARLY HARKED WITH AN •s• ON THE CURB ANO SHALL SE SHOWN ON THE RECORD ORAl/lM.S. ALL ACCESS HOLES SHAU SE PATCHED WITH •HOT HIX" . A.C. EQUIYAl.00 TO THE ROAD SECTION (6" MINIIUI). CLEAN-OUTS SHALL 8E INSTALLED CIC All LATERALS AT THE PROPERTY LINE USING A WYE CONNECTICIC IN ACCoroANCE WITH THE REQUIREMOITS Of llf[ £MGINEERlll6 INSPECTOR. TWO (2) srrs OF CUT SHEElS SHALL BE PROYIO(D TO THE lNGINEERING INSPECTOR. PRIOR TO ACCEPTANCE Of ANY SMR LINE SY THE CITY, All AAIHS SHALL BE FLUSHED CLEAN USINC THE "WAYNE" BALL KETHOO ANO IIANDRELL TESTEO. SNCIALNOTII I. 2. 3. 4. 5. 6. 7. 8. 9. THE STRUCTUAAL SECTION Sl10IIN ON THE PLANS IS Tl': MINIIIJN SECTION REQUIREO SY TII£ CITY. ACTUAL STRUCTURAL SECTIONS WILL SE OETERHINEO AFIER THE 0R• VALUE TEST HAS SEEN COllOUCTEO SY A QUAI.IF!ED SOILS ENGINEER OM THE PREPARED SUIIBASE AATERIAL. THE "R" VALUE TEST ANO ENGINEER£0 STRUCTURAL SECTIQf; llJST SE APPROVED BY THE ENGINEERING INSPECTOR PRIOR TO THE INSTALLATION Of SASE ANO PAYING NATERIALS. STRUCTURAL SECTIONS OlFFERING FRDII THE HINIHUM SHALL SE NOTED ON THE RECORD DRAWINGS. A RIGHT-Of-WAY Pf.RMIT JS REQUIRED FROII THE OIGINHRING OEPARTHEHl PRIOR TO START OF AHY CONSTRUCTIOH VITHIH CITY RIGIIT·OF·VAY, STREET LIGHTS SHALL SE INSTALLED AS SHOWN CIC THE PLAIIS. UNOERGIUHl CONl"JIT RUNS, SERVICE POIIITS AND HANO•HOl.£S SHALL 8£ Sl«MI ON THE RECORD PLAMS. ALL U~OERGROONO UTILITIES ANO LATERALS SHALL SE INSTALLED PRIOR TO CONSIRUCTION OF CURBS, CROSS GUTTERS OR SURFACING Of STRE£TS. STORH ORAIN PIPE SHALL BE REINFORCEO CONCRETE PIPE WITH A MINIIUt 0-LOAO OF 1,350 OR ASBESTOS CEAf,,vT PIPE VITH A "INIIIUH 0-LOAO OF 2,000. ,Wlff-'H,t1A,t/dt'/Afff -'t"Cl'l'r.f .,V,t1~/,l,61/l/rY hA' ~, NE ,t1;c A✓4fi'T,;.f a'Aft'"/Y/" ,../,...,. WHEELCHAIR RANPS SHALL 8£ IHSTALLEO AT CURB RETURNS PER REQIIIREIIENTS OF STATE UNIFORH IIUILOIKG COOE, TITLE 24. STREET TREES SHALL BE INSTALLED AT AN AVERAGE INTERVAL NOT TO EXCEED ONE (I) TREt PER rORTY-rOOT (40') 01' fROHlACt:. TREES SRAL.t Bf PIANl£0 IN CCIIFORMANCE WITH CITY OF CARLSSAO STANDARD GS-8 ANO THE REQUIRE!jENTS Of TIIE PARl<S AICI RECREATICIC OJ RECTOR. TREES ARi: TO SE PLANTED A NINIIIJN Of FOUR-FEET (4') FR<»! THE [OGE Of TH£ SIDEVAL.I(. FIRE HYDRANT NARXERS SHALL BE PLACED IN TIIE STREET ADJACENT TO ALL NEW AICI EXISTING FIRE HYORAHTS 111 CONFOR!WICE WITH REQIIIRD1£1'TS Of SAN DIEGO REGIOICAL STANDARD "·19 • THE GRADE RATES ANO LEMGTHS Of VERTICAL CURVES ON THE PROFILE LITT OR RIGHT Of CENTERLINE THROUGH CURVILINEAR PORTICICS Of ST11E£TS ARE SHOWN FOR REFERENCE ONLY. GRADE RATES AND LE!IGTHS OF YtRTJCAl CURVES ARE APPLICABLE AT THE BASE LINE ONtY, !. E., THE CENTERLINE OF STRE£TS. 2• 8lOW OFF ASSOl8LY . • • • • a• X 2• FIRE ANO WATER SERVICE • SEE OF 'A", SHl. 2 s• P.Y.C. IRRIGATION SLEEVr I . TE"E, ELL OR BEloP WITll'1!.15T !!lDCK/tlD •. 0'", ..... : .-. ·-·· •.. ;: ... _;._: :z.=:j.:,i" l°"E,gJl/ptJJJ 11/AIJE,f' . . • ~ . • . . • . • • • • 8· Y.C.P. SEWER ~IN TYP, 'B' ACCESS HOLE • . • SEWER MIN CLEAIIOUT • 5• SEWER LATERAL •• R.C.P. STORM ..,IN (SIZE SlllWN ON Pl.MS_1 .• 0-60, DO, TYPE '8' CURB INLET . • • • • • . D-l • l1001FIEO TYPE 'F' CATCH BASIN ('X'. •y• SHrM, ()11 P'.""5) TYPE 'A-4' SlORK DRAIN ~ EANOUT • D-9 • T"IPE •a• STRAIGHT HEADIIALL •• D· >2 Witli -(;,c HEP.DWAl.l • • • • _ 0-34 TYPE , ROCK R!P RAP ENERGY DISS!P•TOR . 0-40 CONCRETE LUG • . • • r-o3 T'l'P( '0' BROW DITCH(N4O ,J¥IICJ..,-.,sfM) O·h . ·,• IIOOIFIED HP[ 'I·• BROW O!TCH ...•• OEI. 'D' SHT l . . . .. ~--=-=-··& CII'l CF OOl!.SBAI> llWIIlC !I). s, 246-8. 166·9. l.57•1 ■ENCHMAlllt 1£51-Tla<: 'lll£111'.M: (619) 27S-~39 IESCRlPl'1a.: ur.ATTOO, 0 C 0151 6' [fl]) CXlPm. ROO WIIH DISK SrA..'ffD OC lSl !"ft.!. ~ CARLS&\D Bl.VD. 6, An.sF R.R., 0.3 till.ES VSf OF CNN!< IIOo\l), 1.56' !Um! Of R.R. OIOSSiN.. = (F SA,~ DIEXD, DEPARMM Of 'IRANSl'ORTAnc:r<, vtRTIC\I. cnma, ll'.TA BO(J(S. 43.143 i)>JU4: u.s.c.& c. (I.AND). H.S.I. ~ NQLTE and AS.SOCIA TES fllla.&mmal'T Mll.l .. ~ MJfllCSG,Uau& ~ ~lffu,!!if:s~ OWUR-'-ITTU- c.ARI.T,IS Cf:lo'llffllNr 4'01 IW'QEmlt A""lU'~ sum: 206 EICINI'rAS • ~ • ..IfalKIA . (619)944-«l'l" # of F.H's.10 F.F!Dl.¥00 GPMMCIF 2 r.H's. 80111\ING SP!mlKl.£Rrn NIA F.Fl1M~GF!< ~~ ~1' ~ IS DATE VICINITY MAP HO SCALE eon.wa:..-, <'OIICnctor a,rtta o.c in KCOno~ rlh ,--nJy KC"ep\M ~ p,n,cdtt, COfttU'ooftioe aot"ilt'KIOt wiJI be r.qulNd 10 IIMWM ~ and eonip&eu rffPONi~ty ror jobllitr~;..,.,_~thteou.rsct//~tNCtiOftoldM:p,o~~u!H)'til.Upttk'.M'fl -.d ptopc,l'h" .hM d:iil. ttQIJiN!Mftl: t,MIJ ti. maft to •P~)' c~ IIDd DOC~ limit.cl tn ~~ ... i.ow .. ,nct~1\W'Uftioe~rllr1htt~toddrncl. irwlw-..._,,.Uo"" ~ d.Mrn vrvtH.; ,-... ,.,,,,,,..'\t., hom tlt,'I •rid ,11 ~'btlity, ,._. o, antpd, ln COl"M,(tjo,\ with t91+ p,ttfOffllenec ,.. won on "'" p,o)fc1. t1ctP"lnc U1b0lt)' wlllnc from the IOlt MsllstMt cJ 11<,df ,. prolH1loMJ, Cabr"laC!l<.nci cl(W~ r.-~ n '-Iii .i n ~ t I. ,.ii ·"c,?, . .. I ij: Ii •; Ir. I I; ' •l i!!-9 "'i ! ;i Ii 1! t Ir i1 1( ... ~ ri: I:' It If : I lf ~ ; ~r ~-,,: I 1., I If ,,. . 1,; ' OLD ( OF'P/P£ ~ -=..: -==-1::'-' ~5• BUILT :I. OF 30• R.C.P. DETAIL "A" NO SCALE uxr "!-J-' :1JAP 2?.3 ,.-----------· ..,..,.-·-_,,,..--: #/ST. SOUT/.IEl?.N CAt./r. GAS CO. 0AS f'/fEl!N€ Ef!STS IN THIS AREA. 48 Jlt)(JRS Pl?/0~ TO EX- CAVATING, CAll f)#OEl?GROIJ#D $El{V!Cc At.EKT{ l-80t)-422-4133) -------~_..-J·---- CANNON ROAD SCALE: I" •40' r-, I o ro 40 /j() /.25' l.f) I i -FOR CONSrRUCTION WITHIN Cj-----1r-- CALTRANS RIG/fr OF WAY U) SEE~RQ T ~ PERMIT~ ~ DATE ~ X: ! ,----.~ ~ 5! : I u MOTES:~- 1. a>NW.CTOR SHN.L RESTRIPE 'ST1'£ET £ MATCH EXISTl!J6 5TRIP[llu IN IIRelS W TIIE EllSIDl6 S'IRIPIIJu H~S SEB1 !', PRIVATE COWTRACT CMWD 87-202 I f l L I 11 I\ I ' i ! i i .. j ' i I I. I I· I ,( I , I· ( ' f --L r:oR CIJNSTRUCnON WTm/N CAII/?AN5 R/(;Jff Of= WAY, SEE ENCROAO/MENT PERMfT NO lf-88·@00200 DATED -W-tYJ/./fM ( \ \ SCA(..E; REW.WED B'f. Old-4; [IISl>fCToR ?IJR 0 PM "}-}" J (£ { \ ~I ~-~: < )1 \i ~, "~ ~ !<I ~ 1 ~ " & 1. TYPE'A•4' co. AT m.. zs~1q.411s u 1sr1111& WIIH A KNOCK WT PANE!. FOR RJTU~E EXTENSION AT ir; WBT WALL PER cm ENGINEER W 6Rm' LID. FOR "ll'-, RAIN BOO. UPC ll;Ml'ORARYl. ;1~ ;\JrJ. ..-J073-- ~I~ ul lb ~I~ /.f ;~ ; ~~ ~ . ., .L OT ' <, & ~ \ ' . .J Jl/]t~P l!I EO DEL N0/1TE 1.! NO, 7492 ~ ~ .,.----~--....,.-·--.... ~-~ ONTRAcrDR CAlff/ON: --._\ IN THE COURSE OF EXCAVATION, SOME TTlfN~,&. ( tA\/1N6 MAY BE EXPECTED. SE£ KI.EINFEU)ER CANNON ROAD \ · SOILS ENG. I..ETTER 7lJ CAR'LTAS CO. OATEO (_ OCT.4. 1986, FILE NO. 51-1380·0~--,/ SCALI:' ,,, -40' r---, I I 0 20 40 !IO Cont,rru~don (.'Ofttrac<or -,nu th•t in ~nee with fflnerall)' ac«p~c:l com,tructio<n pncti~a. constn1edon ~nitnictorwtJI b, l"t'quiffd tc>auunie &e!e and co~ptttt rnpon.aibility for job ait<I! coM.ltiont durini ~ COUf'ff of coo1lNc:t:ion of th• proj1-e1. lndud1n1 ...C«tror •~ ~r-.oc• •nd pn,perty. thet thb r.qulnm•11t ~,Ube ms.de 10 apply contln1.10U,ly and aot ~ hm1ted to oonnal wotli."'g boun. and. con1tn.1C'tion contn.~or further •crut. to dtf•lki. U'ld•mn1ry •~ hol4 dea.ip prorut:ional ha.m\l~u fror::l a.ri, and all liability, nf!$1 er 1.Uettd. In oonn.ctf.on with the ptdom'l&Dce ol work on c.hU proJ•ct. u«pdn1 U.bllity ari,inc from th4 sole MClis•nc.-o( duip profHsion.,l '-...,. . -..__/'-._ . . -. __ _./ CdO<rioG:>xd otClullEnginecw &I.and~ -ur. u• fRtlAIK $. I ; V.C.P. SEMR 2 > Ei •• ER .,r ~ ~-......... '✓ -...._,. -~ IIHOlt mv.e d AU JOl!m SIIALL BE SIT OJ CLASS •c· M . l PRECAST COW'ONOO'S SMALL & MllJUFACTUREll IN,l,(tOO)A < 'l'r . AS.TM. t41i!. ),9UI WAI.LOI' CllNE. S"I\\HEON TII£ Vl'SlREIW.SIOE~ II~. CMWD 87:202 I . Q) S 7t3•~,5•4;,•1: © .s 78 'Z8'4!J'E (,/.00. gJ \' I SUPEl?ELH'ATION c:i cs c.;10 \ "' ::: ..j <: UJ o,j~ (f"'. ~+1l.L: ,r 7 ~~ ~,l \ fi?. ~~ ~t>~ P~V<. tl-~\~ _,c:, ~ §~ ....s1~::: -~-§~ l'-\y •. !'l. ~\'.j In I Ii!~ "' G\i ,1~ >-' ~1~\ -\ ~~ ~ u.\8 UJ!'? ~<t)~ ra es~ Z:1 CUT "'<ti , •07'l9'!}7" /009.00' IZ9.03' S ll"!}/'l7"W 1~.00' P~IVATI: " • , 0/}0~•44• 999.00' IZ4.89' ~li:t~ ~J1~ ' ' C n ,.... ..::J, 1:J, .t::., ,, µ:. . ~ I I NJJ\~ 141-37; 7f LOP[ IGWS RAWTEO &~lai /WON OF CAfJNON ROAD ~I§ gl~, 0/CATED TO CITY OF 2 __, "1 '! ' LSBAD REC. :::, 0 ~ .00 L.F. PR'IVATE '1".C.P. STORM DIW 4 ,<.,5 ¾ ,p/ .. -s:s-e.,;.r. //,~/ . ~F 3 ~I~ tNC'doa eontraet.Qr with ,~rt.lb-~peed &,CM$tnlt:tS<,a«i~wWb.r.quiNdtou1U1:11et0lev:ldcompletetta itioasdwinc:t.McoutUolCCMU'UdionQfthcprojKt,IM:llldln,..Cetyo • ~ tty: tMt &hit ~uinnieat WU be rude to 11ppl)' oonlil'lUOU$1y arid not b. llmlt.d to ftf: houtt. and con.s:tnidion cooqiactor furtbtr aqea t.o ddeftd. indemnify and hold toleuionll barmhu Crom. Aft)' •nd all li.lbillty, real or all~ in c:onnect,on with the , <it QC wort. on \his prQjcn, flttpeinc li1bilityarlslnc Crom lh, IOI, r1tcli&:1.nc. or dei~ s~·~su1 I ' ii >-ll'.l ~~ ~I~ "I~ ~c. ~d~ a.:,.. ;~ 5.., "'I:; c::, C) "'le: "' "' ~11 ~~~' l.i.~ "I!>< ~I>-~~ ,~~1~;11 ii§ ~t_j :is <S~c::s <>.i:l':,,;; ~ i-,:,t"-1 '<: !:jl ~ ~~<:>. ..J ..:. ~ -=1 11~ ~~: -¼,'!: u,~ ~~ ---1" ~I~ 1,u«>c:--.,:,S ~~.!' c:r:j .ffi fil~~ ... ~ ~t~ is l~ ~\ti~~~~~,~ o~~~ s:~ ~, -<r>"'=~ o;I~ ~,<:,; ~~~a! ~~<::, ·~·~ . "' '<t :,..;;...,..1llfl.l7/.?"EH.O Cll/1"/ T..6. L1- ,l(p. ;/1~H" >.A++-~.;..,:.:..---l-,1' MAP ND, !123 SEE SHEET /4 FOK TRAFFIC SIGNAL IN l'JOTEf>: -..___ TH15. fN_TE~ON &,I.CD!.!1RI.CTDR 'i>H-'U. IIESTRIPE STWCT 10 MliJDI olGAIEnglnaa Ell$TIN6 51Rll'IN6 IN AAEA5 WHERflllf EXl:STUJG &lanclSuNcvoc, STRIPIN& H~S ilEDl l'IElolO'IEl>. PRIVATE coiirkAc(°-'-· --"'- CMWD 87-202 1.: I, I u •• i l i! 1 i l I' 1 · ,,; I r{ l I 11 1, di -, ii / ,_-i j I ' i ! CAR COUNTRY DRIVE SCALE: I" • 40' r--i I MAP NO.' 0 !() 40 /l() S BUILT ( I. Ii I- I u II !I ii n I I I I~ C'MWD 87-202 _ I.! __.:_i_ ·, I ~ ! ~ i i EXl5TIN6 AC. PARKING wr POR. PA I~CE.L ~; ~~ !ii :.,; ,.. ~ ;t <l:I ~ 1~ ¥! 'I>, tej & E:ISTING '5T~MDR/l.lN f l ·i l 1 ! 1, ~ ~ . ! 11 .Ii ~ i i .. I • I i EXIST CHANNEL I -r -------4.3-- -:::.==·.i·_·=======""'."45 ____ 44 __ f\JJ;.\P 03LJ7 1! j ,; t ,,, """"'U I IOO'A.T H F. I I, r1 '~ I '._ ~ A.It, .S.F. RfGHT OF WAY I f: SCALE: I"• 2{)' r-, I o ro 20 40 J i. •' . ~ • ii i CMWO 87-202 ._, l -- IIZ4'32'2:J'lfl N24'32'23-W N$T:J0'3B"E DELTA OR 6R'G. RADIUS. N67°30'JJB"E - N~OO'W'W - Q) (1•2'1'0'!'42· 200' Z50.00' " l G:) N 2.4°32'23"W 114. '14' 18" R.C.P. "11' NIMrOO'O<rW !{/VATE sro..:M D SEE OWG.ZBS- ) ◊· "']"" CV ~ ~ 'tjl:,; .... '<: AUTO CENTER CI - SCALE: I" •4-0' NI 0 20 40 ao AS BUILT I/ ,!', 'i\ Ii I ') I ! i 1-l l I , l • ! i i t . ... Hi . ! ' i