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HomeMy WebLinkAboutCT 15-11; YADA FAMILY FARM SUBDIVISION; DRAINAGE STUDY; 2018-08-30~~ ~ 5fi/f( IJ/L /Je~~ DRAINAGE STUDY CT 15-11 YADA FAMILY FARM SUBDMSION 1835 BUENA VISTA WAY CITY OF CARLSBAD Prepared for: California West Communities 5927 Priestly Drive, Suite 110 Carlsbad, CA 92009 Prepared by: b~A, Inc land planning, civil engineering. surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931 -8700 March 27, 2018 W.O. 944-1289-600 I ◄ ,A APR 2 6 2018 LAND Dt:Vt:LU/-Jfv1ENT lt'''\JEERI 'G C I. DISCUSSION II. EXHIBITS III. CALCULATIONS IV. REFERENCES Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study TABLE OF CONTENTS Vicinity Map ........................................................ 4 Purpose and Scope ................................................ 5 Project Description ............................................... 5 Study Method ...................................................... 7 Conclusions ........................................................ 10 Declaration of Responsible Charge ........................... 11 Existing Hydrology Map & Proposed Hydrology Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 A. Existing Hydrology Calculations 1. 100 Year Storm. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 B. Proposed Hydrology Calculations 1. 100 Year Storm without Detention ............... 21 2. 100 Year Storm with Detention .................... 35 C. Hydraulic Calculations Detention Basin Outlet Detail.. ............................ 50 Detention and Storage Capacity Calculations .... .45 Storage Basin Routing Model Calculations ........ .54 Inlet Sizing Calculations ................................. 58 ....................................................................... 59 b~A, Inc. land planning, civil engineering, surveying 2L Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study I. DISCUSSION bl-tA, Inc. land planning, civil engineering, surveying 3 L VICINITY MAP: CITY OF OCEANSIDE PACIFIC OCEAN Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 7e CITY OF NOT TO SCALE bl-IA, Inc. land planning, civil engineering, surveying 4 L PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the development of the Yada Family Farm Subdivision project located at 1835 Buena Vista Way, City of Carlsbad. The proposed grading is 3.48-acres on a 4.27 acre site. The scope is to study the existing and proposed hydrology and hydraulics as it influences the surrounding properties during a 100-year frequency storm event (QlO0), and make recommendations to intercept, contain and convey the QlO0 to the historic point of discharge. PROJECT DESCRIPTION: The project is located in the County of San Diego (APN 156-220-01 ). The site is bounded by existing nursery to the east, Valley Street to the west, McCauley Lane to the south, and Buena Vista Way to the north. The 4.27 acre property in the past has been used for agriculture purposes, with an existing residential house in the northeast corner of the site (runoff from the existing residential lot is included in the existing and proposed hydrology calculations because of the proposed frontage improvements), and fields and remnants of several shade canopy structures associated with nursery activities on the remaining portions of the property. Topographically, the site is generally moderate sloping westerly towards Valley Street. The overall gradient of the site is on the order of 10 percent or flatter. The on-site soil classification is estimated to be Type "C" or "D" per Preliminary Geotechnical Investigation, Proposed 14- Lot Subdivision, 4.14 Acres, 1835 Buena Vista Way, APN 156-220-01, Carlsbad, San Diego County, California, prepared by Geosoils, Inc. Type "D" soils will be used for both the existing and proposed hydrology conditions. Existing land-use is 4.00 DU/Ac, proposed land-use is 2.84 DU/Ac. The existing drainage sheet flows northwesterly towards Valley Street, where runoff is intercepted by an existing Type-F catch basin on the east side of Valley Street in the western corner of the project. The catch basin connects to a 27-inch storm drain pipe underneath Valley Street, which travels northwest towards Buena Vista Way. One point of discharge has been identified at the existing Type-F catch basin. There is no run-on from upstream properties. The project proposes the development of 12 residential lots and grading of pads and driveways, a 36-foot wide private cul-de-sac (Yada Place), and the street improvement of McCauley Lane and Valley Street. The project also proposes storm drain infrastructure including storm drain pipes, curb inlets, and biofiltration basins for storm water treatment. Project grading will occur on approximately 3.48 acres of the project. As part of the street improvement for Valley Street, the existing Type-F catch basin on the east side of Valley Street will be replaced with a curb inlet. Runoff from the proposed roof and driveway areas on Lots 1-8 will be conveyed via surface flow to the front of each lot and onto the proposed cul-de-sac, Yada Place. Yada Place will intersect Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bJ.tA, Inc. land planning, civil engineering, surveying 5 L Valley Street, and run easterly through the center of the project. Yada Place will be graded so that runoff flows towards the northern and southern curb and gutter, which will direct flow to proposed curb inlets located north of Lot 1 and south of Lot 8. The remaining portion of Yada Drive will be intercepted by a curb inlet on Valley Street. The curb inlets will connect to proposed 18" RCP storm drain pipes, which will convey flow to proposed biofiltration basins, Basin 1 and Basin 2. Basin 1 will be located on the west side of Lot 1 and will receive runoff from Lots 1-4. Basin 2 will be located on the west side of Lot 8 and will receive runoff from Lots 5-8. Runoff from the proposed roof and driveway areas on Lots 9-12 will be conveyed via surface flow to the front of each lot and into a proposed 12" HOPE storm drain system. The storm drain system will convey flow west and outlet over rip rap at Basin 2. The proposed biofiltration basins will provide storm water treatment and flow detention, and have been sized based on pollutant control sizing factors in the Storm Water Quality Management Plan for this project. Storm water that enters the biofiltration basins will be filtered through the basin's soil media and directed to a perforated underdrain pipe located at the bottom of the basin. Biofiltration basins will be lined with an impermeable liner on the sides and bottom to prevent infiltration into the existing ground. Discharge from Basin 2 will be routed via 18" RCP storm drain pipe, which will connect to the curb inlet on the east side of Valley Street. The curb inlet will outlet at the existing 27" RCP storm drain underneath Valley Street. Discharge from Basin 1 will be routed via 18" RCP storm drain pipe, which will connect to the existing Type B curb inlet on the east side of Valley Street in the southern portion of the project. The existing curb inlet also outlets at the existing 27" RCP storm drain underneath Valley Street. All storm water being routed to Basin 1 will travel through the existing storm drain underneath Valley Street and confluence at the historical point of discharge, at the curb inlet on the east side of Valley Street in the western corner of the project site. Storm water flow on Y ada Place that falls west of the curb inlets will surface flow to Valley Street and flow via curb and gutter to the curb inlet on the east side of Valley Street. The proposed biofiltration basins will serve to detain the minor increase in runoff created by the proposed development. Post-development site flow will mimic existing drainage conditions, and will discharge from the site at below historical flow rates. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-M, Inc. land planning, civil engineering, surveying 6 L STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (SD HM). The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software 2013. Drainage basin areas were determined from the proposed grades shown on the Tentative Subdivision Map and 30-scale existing topographic survey. The Rational Method provided the following variable coefficients: Rainfall Intensity I = 7.44x(P6)x(Tc) "' -0.645 P6 for 100 year storm = 2.6 inches Soil group "D" will be used for a composite runoff coefficient for the existing and proposed hydrology analyses. See the attached References for the Web Soil Survey report and map. Due to soil quality and proximity to the steep hillside slope, the biofiltration basin design will include a perforated pipe and an impermeable liner. Runoff Coefficient (C) values are calculated based on soil type and impervious percentage(% Impervious) using the formula taken from the 2003 San Diego County Hydrology Manual : C = 0.9 x (%Impervious)+ Cp x (!-%Impervious) Where Cp = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as undisturbed Natural Terrian/Permanent Open Space, 0% Impervious). For impervious surfaces C=0.87, and for pervious/ landscaping surfaces C=0.35. See Table 1 for weighted runoff coefficient value calculations. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, suNeying 7 L TABLE !-Weighted Runoff Coefficient "C" Value Calculations for Existing and Proposed Condition Hydrology Existing Hydrology -Vada Family Farm Subdivision Up Node Down Node Total Acreage Cprnv Al (acres) C1MP A2 (acres) %IMP Ccomp 10 20 0.16 0.35 0.15 0.87 0.01 9.1% 0.40 20 50 3.67 0.35 2.63 0.87 1.04 28.2% 0.51 30 40 0.12 0.35 0.06 0.87 0.06 50.0% 0.63 40 50 0.51 0.35 0.21 0.87 0.30 58.8% 0.67 70 80 0.10 0.35 0.05 0.87 0.05 50.0% 0.63 Proposed Hydrology-Vada Family Farm Subdivision Up Node Down Node Total Acreage, C1 Al (acres) C2 A2 (acres ) %IMP Ccomp 5 6 0.13 0.35 0.07 0.87 0.06 46.2% 0.60 6 170 0.61 0.35 0.18 0.87 0.43 69.7% 0.73 20 10 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 40 30 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 60 50 0.22 0.35 0.13 0.87 0.09 40.9% 0.58 80 70 0.20 0.35 0.11 0.87 0.09 45.0% 0.60 100 120 0.36 0.35 0.26 0.87 0.10 27.8% 0.50 120 130 0.85 0.35 0.56 0.87 0.40 47.1% 0.61 160 165 0.13 0.35 0.01 0.87 0.12 92.3% 0.86 180 200 0.36 0.35 0.26 0.87 0.10 27.8% 0.50 200 210 0.79 0.35 0.45 0.87 0.34 43.0% 0.59 240 250 0.27 0.35 0.09 0.87 0.18 65.5% 0.71 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study M-1A, Inc, land planning, civil engineering, surveying 8 L Detention Basin Sizing: The biofiltration basins have been design for storm water treatment and detention. The project is exempt from hydromodification (refer to HMP exemption criteria in the project's Storm Water Quality Management Plan, SWQMP). The biofiltration basins will use a "pollutant control only" sizing factor for a mfoimum BMP footprint of 3 percent from City of Carlsbad Model BMP Design Manual. The minimum areas for the biofiltration basins were found by summing up the contributions of each tributary DMA and multiplying by the sizing factor ( see Attachment lb of the SWQMP). Biofiltration basin BMPs are responsible for handling pollutant control requirements for each DMA. The BMPs are comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 inches/hr) and a 12-inch layer of gravel for additional detention to accommodate the French drain system. Below the gravel layer, the basins are lined to prevent infiltration into the underlying so il. Flows will discharge from the basin via low flow orifice within the gravel layer to the receiving storm drain system. A riser structure will be constructed within the IMP with and an emergency overflow set O.83-feet above the bottom of the basin for Basin 1 and LOO-feet above the bottom of the basin for Basin 2, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Biofiltration Basin Detail). Table 2 below summarizes the pre and post-condition drainage area and cumulative 10O-year peak flow rates. TABLE 2-Summary of Existing and Proposed Storm Drain Flows 100 Year: While the actual developed drainage area and discharge points differ from the undeveloped existing condition, any negative impacts created by these area diversions are mitigated by the proposed biofiltration basins. The proposed detained runoff discharge is approximately the same at Node 175 (existing 27-inch RCP Valley Street) when compared to the existing conditions. Since the cumulative OlO0dev {10.0lcfs) is approximately the same as the cumulative.Ql0Oex (9.97cfs), the proiect achieves the goal of attenuating the storm flows from the proposed development to predevelopment levels. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 9 L CONCLUSION: The development of Yada Family Farm Subdivision Project will not increase the cumulative runoff during the 100-year storm event. The biofiltration basins as proposed meet the minimum sizing factor of 0.03 percent for pollutant control requirements, see SWQMP Report for this project. The hydraulic calculations show that the existing storm drain facilities can sufficiently convey the anticipated QlO0 flowrate without any adverse effects. Based on this conclusion, runoff released from the proposed project site will be unlikely to cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development. This project is particularly effective at mitigating the potential impacts that development can have on stormwater runoff. By utilizing the proposed LID systems, this project mitigates both the quantity of runoff generated during storm, and the quality of runoff that will ultimately leave the property. It is our professional opinion that the recommendations provided in this report, and the drainage system as proposed effectively intercept, contain, convey, detain and treat the expected storm water runoff generated by this property to mimic pre-development conditions. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 10 L 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 City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Ronal~Jk~L( R.C.E. 29271 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 1 -·· so -/ ~ Date bl-tA, Inc. land planning, civil engineering, surveying 11 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study II. EXHIBITS EXISTING HYDROLOGY MAP & PROPOSED HYDROLOGY MAP b~A, Inc. land planning, civil engineering, surveying 12 L tf ' V i I I ' K:\Civil 3D\1289\PROD\Construction Plans\HYDRO\993-1289-EXHYDRO.dwg, 3/27/20181:34:15 PM I I ~~ r I ' '' }, l\ i I ' f ' i i~ i I Ii !\ I\ Ii ;! !i + ti I ' ' ' : ! t i : I i J \i ~ + ' j Ii /: Ii \ i ;I / • i y , EXIST. TYPE F CATCH BASIN j ' ' , , ' ' ' , , , ' ' . i ' : i_.---;--.... ------;-------·-1 i . --t---/ ' I _;-...__; -. I " ; r i •. •,"' ' ' r-.. 1, l • i ;; I ,.;-- ; ,, .. - ' \ ' ' ' ' \_ ~/ --~-----,)-.... __ .,.,,, ,,I ---! ~ _.,,/ i ,/'fa\ '--~' . O,!},) I. / ! ' " ! i " 'I ' I ' I ' (1 .. / ' ' ' ' ) ' ' ' , ' , ' , ' ' i ' ' ' ' ' ' ' i J ,~ I I I !/ ! ! ! ~ I J' C=0.51 ' ., ! I I ' ' ' ' ' ' ' , , ' ' ' ' ' , ' I I ' j ! ' / ' ' ' I i i r ; .,,,,,,· -~-/ EXISTING STRUCTURE _, \ ' ' ,' ' ·' / ' i '' ' ' / ' \/ \i ! .' i !i ' I I )-. " .. I I I ! l i I ' I / i i ' I ' / . 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I --\..__,_j I>- ' L .J------;~--> , ' ( j ..... ___ ,, . ,__ K __ ,,,, ---------· 0 30' 15' ~ PROJECT CHARACTERISTICS SOIL TYPE D PROJECT AREA 4.27 ACRES APN 156-220-01 SUMMARY OF RESULTS AREA {ACRES) 0100 (CFS) NODE 30 4.6 9,97 LEGEND: SURFACE NODE SURFACE FLOW CFS, 100 YEAR BASIN AREA @1) RUNOFF COEFFICIENT 0.63 BASIN LIMIT SUB-BASIN LIMIT FLOWPATH ■ ---■ EXISTING HYDROLOGY MAP Y ADA FAMILY FARM SUBDIVISION o· 30' I SCALE: 1'' = 30' 60' I 120· I bliA,lnc. land planning, cMi engineering, surveying 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 i .-· ;~ ', ,~_:\, ... ✓s~-? •Jr r~~;:-7--==~-r~_:X, .... :~;-~ \,, /N \Et (~:~~~~]?'/--~=::~\~£~. r :/ \;; f \_,\ ,.·-f·/ .,;_·.-.:/ ,I ib•1··~, .!// ~~-/· _________ , __ / __ .. -•·:½;// ./~1Li i: l , /l' J; ' --• c ; j j\ )\-· 'r,:, ~ 1i)~7'"-,!.-e;;-;::::;;·.::;:-/' -~·r, ' . / i/} / ;; Y:'.'---,c::~._-, .r~----. .',(,,."/"•_:·. 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' , ' [ -I ; \ \ ' ' i ' -.~-+--·- I j j I ' ' ' ' ' f-·· ~ LEGEND: LOT NUMBER SURFACE NODE SURFACE FLOW CFS, 100 YEAR BASIN AREA 1 (@) *ENGINEERED SOIL MIX SHAU PROVIDE A MINIMUM SUSTAINED INFILTRATION RA TE OF 5"/HR. MIX SHALL BE SANDY LOAM TOP SOIL CONSISTING OF 50% SAND, 30% PLAN TING SOIL, 20% SHREDDED q_ HARDWOOD MULCH R/W (160.81 TC) 151.01 rs 2 (159.98 FL) 4' TALL FENCE SEE LANDSCAPE PLANS. 760.9 FG 4' TALL FENCE SEE LANDSCAPE PLANS 36"X36" BROOKS FCC CATCH BASIN W/GRA TED INLET GRATE=/57.53 -PROPOSED 6' HIGH CMU SCREEN (SEE SHEET 6 FOR DETAILS) LOT I PE = 167.0 RUNOFF COEFFICIENT C=G.60 r = = PER DW~ ~I o -.:~: W: 0-R-T/I_H_O_R_Z-c---'"'~-.-.,•~aekl J" MULCH"\_ 156.7 FG 1-1--PROPOSED RETAINING WALL (SEE SHEET 6 FOR DETAILS) BASIN LIMIT SUB-BASIN LIMIT ■ • • • ■ FLOWPATH CATCH BASIN WALL " 6" Plr PIP BDTT9M 9P BASIN , =111111 111_111=111 jT I 1=11 1=111=111=111=11 1= _777_.,...,,_,.---,-....!....Ti""T-Ti""T'---T 45 7-4F g; e.. g; LIN[R PER I ~ :'J GI SOILS REPORT I~~ ~I ,. RCP @ 3.0% ---------7 CS v,I 15 Lr OF 18 4 -" GP I 153. .0 IE EXIST _2'!._ r:._ ~ --T _J 15295 I[ -------~ - 1 "3. */8" ENGINEERED SOIL MIX 1 3" OF PEA GRAVEL 153.7 SG/TF / * JO MIL LINER ON BOTTOM PER SOILS REPORT 10" DEPTH OF 3/4" CRUSHED ROCK FOR V2 STORAGE 6" PERFORA TEO PVC PIPE CONFORMING TO ASTM O 3034 0.£ WI/AP WITH FILTER SOCK (PER GOE.TECHNICAL REPORT) PLACE PIPE WITH PERFORATIONS ABOVE THE INVERT {BOTTOM OF GRAVEL LA YER) BIOFILTRATION BASIN NO. 1 CROSS SECTION EXIST TYPE F CB PER DWG 457-F. REMOVE EXIST CB/CONST TYPE 8-1 CURB INLET PER 0-2 FROM HYOROLOGY/SWQMP REPORTS ( 4' TALL FENCE. SEE LANDSCAPE PLANS R/W PROPOSED 6' HIGH CMU SCREEN (SEE SHEET 6 FOR DETAILS) 4' TALL FENCE SEE LANDSCAPE PLANS 36"X36" BROOKS FCC CA TCH BA SIN LOT 9 PE = 164,6 158.50 TC 158.10 rs 2 W/GRA TED INL ET 162.7 TW 157.67 FL 158.6 FG GRATE=/57.7 -2% -2% 1-1--PROPOSED RETAINING WALL (SEE SHEET 6 FOR DETAILS) r PER OWG =r~==r=:=:f,.., t;,! 457-4F1__ I~ ------- EXIST 24" RCP -----------+-----~ (150.35 1£) .. **30 MIL VERT/HORZ LINER PER SOILS REPORT " RCP @ 3·2% 7 LF ~ 18 1 153. 40 IE 152.85 IE 156. 7 FG , , */8" ENGINEERED SOIL MIX 153. 7 SG/TF / \'.., 153.60 IE L30 MIL LINER ON BOTTOM PER SOILS REPORT 1 J" OF PEA GRAVEL 10" DEPTH OF 3/4" CRUSHED ROCK FOR V2 STORAGE 6" PERFORATED PVC PIPE CONFORMING TO ASTM D 3034 OE WRAP WITH FIL T[R SOCK (PER GOE.TECHNICAL REPORT) *ENGINEERED SOIL MIX SHALL PROVIDE A MINIMUM SUSTAINED INFIL TRA 7/0N RA TE OF 5"/HR. MIX SHALL BE SANDY LOAM TOP SOIL CONSISTING OF 50% SANO, 30% PLANTING SOIL. 20% SHREDDED HARDWOOD MULCH. PLACE PIPE WITH PERFORATIONS ABOVE THE INVERT (BOTTOM OF GRAVEL LA YER) 2 SACK CEMENT SLURRY 6" THICK ABOVE/BELOW 6" PVC STORM DRAIN PIPE 12" WIDE 6" PERFORA TEO PVC PIPE MIRAF/ 140N OR EQUIVALENT 30 MIL MIRAFI LINER (EACH SIDEWALL/BOTTOM) 2 SACK CEMENT SLURRY 12" BELOW BASIN ANO AROUND ALL OUTFLOW PIPES BIOFILTRATION BASIN NO. 2 CROSS SECTION FROM HYDROLOGY/SWOMP REPORTS NO SCALE 30 MIL LINER NOTE: JO-MIL IMPERMEABLE LINER FOR BIORETENllON CONFORM TO THE FOLLOWING SPECIFICAllONS: SPECIFIC GRAVITY (ASTM 0792}: 1.2 (G/CC, MIN); TENSILE (ASTM 0882}1 73 (LB/IN-WIDTH, MIN}; ELONGAllON AT BREAK (ASTM 0882)1 380 (%; MIN}; MODULUS (ASTM 0882): 30 (LB/IN-WIDTH, MIN.}; AND TEAR STRENGTH (ASTM 01004}: 8 (LB/IN, MIN}; SEAM SHEAR STRENGTH (ASTM 0882) 58.4 {LB/IN, MIN); SEAM PEEL STRENGTH {ASTM 0882) 15 {LB/IN, MIN)-SEE COLORADO LINING INTERNATIONAL PVC JO HTTP· I/WWVl,COLORADOLIN!NC, COMIPRODUCTSIPVC,PDF) OR APPROVED EQUAL. BJOFILTRATION BASIN/CATCH BASIN CONNECTION DETAILS NOT TO SCALE PROPOSED HYDROLOGY MAP YADA FAMILY FARM SUBDIVISION BMP DIMENSIONS PROJECT CHARACTERISTICS SOIL TYPE D SUMMARY OF DEVELOPED CONDITION PEAK FLOWS IMP PROJECT AREA 4.27 ACRES AREA (ACRES) UNDETAINED 0100 DETAINED 0100 NODE {CFS} (CFS) 1 APN 156-220-07 175 4.6 10.45 10.04 2 K:\Civil 3D\1289\PROD\Construction Plans\HYDRO\993-1289-PROPHYDRO-GRADING.dwg, 3/27/20181:56:40 PM GRAVEL AREA GRA VEL DEPTH AMENDED SOIL UNDERDRA/N (SQ FT) (IN) DEPTH (IN) ORIFICE D (IN) 1,065 10 18 N\A 1,870 10 /8 N\A SURFACE DEPTH TO TOP OF GRATE (FT) 0.83 30' 15' o· 1.00 30' 60' 120' SCALE 1" = 30' bltA,lnc. land planning, cMI englneerlng. sur-teylng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 C III. CALCULATIONS A. EXISTING CONDITION HYDROLOGY Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 13 L C 1. 100 YEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA INC. 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR EXISTING HYDROLOGY * * YADA FAMILY FARM SUBDIVISION * * K:\HYDRO\1289\1-2018\1289E100.OUT * ************************************************************************** FILE NAME: K:\HYDRO\1289\1-2018\1289E100.DAT TIME/DATE OF STUDY: 11 :31 01/26/2018 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4 .00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0 .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE : USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF -CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) MODEL* MANNING FACTOR (n) 1 30.0 20.0 0 .018/0.018/0.020 0.67 2.00 C.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 Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, suNeying 14 L C OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20 .00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -========================================-----====-------------------------- *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 188 .00 ELEVATION DIFFERENCE(FEET) = 6 .00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0.36 6.934 5 .547 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) 0 .36 **************************************************************************** FLOW PROCESS FROM NODE 20 .00 TO NODE 50.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 188 .00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 552 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 50.000 MANNING 'S FACTOR= 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .081 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) AVERAGE FLOW DEPTH(FEET) 0 .20 TRAVEL TIME(MIN.) Tc(MIN .) = 11.16 4.16 2.18 4 .23 SUBAREA AREA(ACRES) 3 .67 AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0 .505 TOTAL AREA (ACRES) = 3 .8 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) 158 .00 0.0543 7 .64 7.90 LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 2.44 50.00 = 652.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50 .00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bHA, Inc. land planning, civil engineering, surveying 15 L C -===============================----===------------------------------------- TOTAL NUMBE R OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE : TIME OF CONCENTRATION(MIN.) 11.16 RAINFALL INTENSITY(INCH/HR) = 4 .08 TOTAL STREAM AREA(ACRES) = 3.83 PEAK FLOW RATE(CFS) AT CONFLUENCE= 7 .90 **************************************************************************** FLOW PROCESS FROM NODE 30 .00 TO NODE 40.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==============-=========-==========-====----------------==------------------ *USER SPECI FIED(SUBAREA): USER-SPECI FIED RUNOFF COEFFICIENT= .6300 S.C.S . CURVE NUMBER (AMC I I) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 188.00 DOWNSTREAM ELEVATION(FEET) = 185.20 ELEVATION DIFFERENCE(FEET) = 2.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5 .912 WARNING : I NITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 97 .00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAI NFALL INTENSITY(INCH/HOUR) = 6 .149 SUBAREA RUNOFF(CFS) 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) 0 .46 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 I S CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ===================================-=======---======----===-------=--------- UPSTREAM ELEVATION(FEET) = 185.20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 491.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10 .00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1.00 INSI DE STREET CROSSFALL (DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0 .020 158 .00 Manning 's FRICTION FACTOR for Streetflow Section(cur b-to-curb) 0.0140 Manning 's FRICTION FACTOR for Back-of-Wal k Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.34 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 16 L C STREETFLOW MODEL RESUL TS USING ESTIMATED FLOW: 4.52 4 .16 STREET FLOW DEPTH(FEET ) = 0 .22 HALFSTREET FLOOD WI DTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC .) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN .) = 1 .97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6700 S.C .S . CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0 .662 0.90 Tc (MIN.) 5 .109 7.88 SUBAREA AREA(ACRES) 0 .51 TOTAL AREA(ACRES) = 0 .6 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) 5.98 1. 75 2 .13 FLOW VELOCITY (FEET/SEC.) = 4.48 DEPTH*VELOCITY (FT*FT/SEC.) 1.10 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) 7 .88 RAINFALL I NTENSITY(INCH/HR ) = 5.11 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.90 11.16 4 .081 3.83 2 2.13 7.88 5 .109 0.63 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 7.71 7 .88 5 .109 2 9.60 11.16 4 .081 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 9.60 Tc (MIN.) = 11 .16 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 17 L C TOTAL AREA(ACRES) = 4.5 LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 50 .00 = 652.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 50 .00 TO NODE 60.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ==============================--=====--===---------------------------------- ELEVATION DATA : UPSTREAM(FEET) = 151 .67 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 14.29 MANNING 'S N = 0.013 DEPTH OF FLOW IN 24 .0 INCH PIPE IS 9 .2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.61 GIVEN PIPE DIAMETER(INCH) = 24 .00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.60 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 10.00 TO NODE 11.19 60.00 1 151.38 666 .29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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 .) 11.19 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 4.46 PEAK FLOW RATE(CFS) AT CONFLUENCE= 9.60 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===========-======-===========--=====--====---=-------------------=--------- *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6300 S.C.S . CURVE NUMBER (AMC I I) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 162.00 DOWNSTREAM ELEVATION(FEET) = 160.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0.41 77 .00 5 .401 6.518 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.41 **************************************************************************** FLOW PROCESS FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 80.00 TO NODE 90.00 IS CODE= 41 bliA, Inc. land planning, civil engineering, surveying 18 L C ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ======================================================================~===== ELEVATION DATA: UPSTREAM(FEET) = 151 .40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 18 .00 MANNING 'S N = 0.013 DEPTH OF FLOW I N 24.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 3 .54 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 0 .08 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 70 .00 TO NODE 5.49 90.00 1 151.00 95.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90 .00 TO NODE 60.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------------------======-====---==----=--------------------========== ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 302 .00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 27 .0 INCH PIPE IS 3 .6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1 .33 GIVEN PIPE DIAMETER(INCH) = 27 .00 NUMBER OF PIPES PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 3 .80 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 70 .00 TO NODE 9 .28 60.00 1 151.67 397.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60 .00 TO NODE 60.00 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 .) 9.28 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 0 .10 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0 .41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTCNSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.60 11.19 4 .075 4.46 2 0 .41 9.28 4. 596 0.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 19 L ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8 . 92 9 .28 4 . 596 2 9.97 11.19 4.075 ESTIMATES ARE AS FOLLOWS : 9 .97 Tc(MIN.) = 4 .6 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 10 .00 TO NODE 11 .19 60.00 666 .29 FEET. --------------------------------=------=-----==-----=====--====---========== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4 .6 TC (MIN .) = 9 .97 11.19 ------------====--====---======-============================================ --------------------------------===----====--=====--======================== END OF RATIONAL METHOD ANALYSIS Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 20 L C B. PROPOSED CONDITION HYDROLOGY Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 2 1 L C 1. 100 YEAR STORM WITHOUT DETENTION **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date : 06/01/2014 License ID 1459 Analysis prepared by: BHA INC . 5115 AVENIDA ENCINAS, SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR PROPOSED HYDROLOGY W/0 DETENTION * * YADA FAMILY FARM SUBDIVISION * ************************************************************************** FILE NAME : K:\HYDR0\1289\l -2018\1289100P .DAT TIME/DATE OF STUDY: 10:28 03/27/2018 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100 .00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3 .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-DEFI NED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* * * HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES : MANNING WIDTH CROSSFALL IN-I OUT-/PARK-HEI GHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) ========= ================= ====== ====== 1 30.0 20.0 0 .018/0.018/0.020 0 .67 2 .00 0.0312 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.* HIKE FACTOR (FT) (n) ======= 0 .167 0 .0150 **************************************************************************** FLOW PROCESS FROM NODE 5 .00 TO NODE 6.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 22 L C *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6000 S.C .S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 188 .00 DOWNSTREAM ELEVATION(FEET) = 182 .00 ELEVATION DIFFERENCE(FEET) = 6 .00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.953 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) 0 .53 TOTAL AREA(ACRES) = 0 .13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 170.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 185 .20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1 .00 INSIDE STREET CROSSFALL (DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 157.70 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning 's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW : 5 .51 4 .22 STREET FLOW DEPTH(FEET) = 0 .24 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC .) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC .) STREET FLOW TRAVEL TIME(MIN .) = 1 .86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.707 1.00 Tc (MIN.) 5 .613 6 .81 SUBAREA AREA(ACRES) 0 .61 TOTAL AREA(ACRES) = 0.7 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH(FEET) = 0 .27 HALFSTREET FLOOD wiryTH(FEET) 7.21 1. 78 2.50 2.94 FLOW VELOCITY (FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC .) 1 .24 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 170.00 = 570 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170 .00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bJ.tA, Inc. land planning, civil engineering, surveying 23 L **************************************************************************** FLOW PROCESS FROM NODE 20 .00 TO NODE 10.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 177.20 DOWNSTREAM ELEVATION(FEET) = 175.70 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7 .198 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 77.50 (Reference: Table 3-18 of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 .415 SUBAREA RUNOFF(CFS) 0.69 TOTAL AREA(ACRES) = 0 .22 TOTAL RUNOFF (CFS) 0 .69 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 171 .00 DOWNSTREAM (FEET) FLOW LENGTH(FEET) = 70 .00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2 .1 INCHES PIPE-FLOW VELOCITY (FEET/SEC .) = 7 .56 GIVEN PIPE DIAMETER(INCH) = 12 .00 PIPE-FLOW(CFS) = 0.69 NUMBER OF PIPES 0 .15 Tc(MIN.) = 1 166.40 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 20.00 TO NODE 7 .35 30.00 170 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 40 .00 TO NODE 30.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 .342 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5800 SUBAREA AREA(ACRES) 0 .22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = TC(MIN.) = 7 .35 0 .68 1. 36 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bJ.tA, Inc. land planning, civil engineering, surveying 24 L ---------==---=====---=-==----====---=====--==========----===-----==-------- ELEVATION DATA: UPSTREAM(FEET) = 166 .40 DOWNSTREAM(FEET) 161.80 FLOW LENGTH(FEET) = 70 .00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 12 .0 INCH PIPE IS 2 .9 INCHES PIPE-FLOW VELOCITY (FEET/SEC .) = 9 .25 GIVEN PIPE DIAMETER(INCH ) = 12 .00 PIPE-FLOW(CFS) = 1.36 NUMBER OF PIPES 0.13 Tc(MIN .) = 1 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE 20 .00 TO NODE 7 .48 50.00 240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE= 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ================================================--=====---===-----=-------=- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5 .284 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0 .5800 SUBAREA AREA(ACRES) 0 .22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0 .7 TOTAL RUNOFF(CFS) = TC(MIN.) = 7 .48 0 .67 2 .02 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 70 .00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< =================================================================-========== ELEVATION DATA : UPSTREAM (FEET) = 161.80 DOWNSTREAM(FEET ) FLOW LENGTH(FEET) = 63 .00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3 .6 INCHES PI PE -FLOW VELOCITY(FEET/SEC.) = 10 .31 GIVEN PIPE DIAMETER(INCH) = 12.00 PIPE-FLOW(CFS) = 2.02 NUMBER OF PIPES PIPE TRAVEL TIME(MIN .) = 0 .10 Tc(MIN.) = 1 157.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 7 .58 70.00 303 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 80 .00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =======================================================---====----====----== 100 YEAR RAINFALL INTENSITY(I NCH/HOUR) = 5 .238 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6000 S.C.S . CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0 .5847 SUBAREA AREA(ACRES) 0 .20 SUBAREA R'JNOFF(CFS) TOTAL AREA (ACRES) = 0 .9 TOTAL RUNOFF(CFS) = TC (MIN.) = 7.58 0 .63 2 .63 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 25 L >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =======================================================-================--== ELEVATION DATA: UPSTREAM(FEET) = 157.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 44.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 10 .00 "Z" FACTOR= 2 .000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.63 FLOW VELOCITY(FEET/SEC .) = 1 .43 FLOW DEPTH(FEET) = 0 .18 TRAVEL TIME(MIN .) = 0.51 Tc(MIN.) = 8.09 157.30 0 . 0091 LONGEST FLOWPATH FROM NODE 20 .00 TO NODE 90 .00 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<< ==-===---====--====-====--================--=====-=====-====--====--=====-== **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =--====--====--=====-======================================================= *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S .C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 187.00 DOWNSTREAM ELEVATION(FEET) = 181.20 ELEVATION DIFFERENCE(FEET) = 5.80 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 4.991 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.34 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE ll0. 00 TO NODE 120.00 IS CODE= 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =--===---===---=====-====-=====-=================-========================== ELEVATION DATA: UPSTREAM(FEET) = 181.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 70 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 50 .000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.292 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C .S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0 .17 TRAVEL TIME(MIN.) Tc(MIN.) = 7.46 0.69 0 .47 2.47 0.26 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0.500 TOTAL AREA(ACRES) = 0 . 4 PEAK FLOW RATE(CFS) 180.90 0 .0043 0.69 0 .95 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 26 L END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) 0.51 LONGEST FLOWPATH FROM NODE 100 .00 TO NODE 120 .00 = 150 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130 .00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ==-================-=========================================-=====-======== UPSTREAM ELEVATION (FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 265.00 CURB HEIGHT (INCHES) = 6 .0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1.00 INSIDE STREET CROSSFALL(DECIMAL) 0 .018 OUTSIDE STREET CROSSFALL(DECIMAL) 0 .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL ) 0 .020 160.60 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0 .0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW : 6.19 STREET FLOW DEPTH(FEET) = 0 .24 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC .) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4 .74 STREET FLOW TRAVEL TIME(MIN .) = 0.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6100 S.C.S . CURVE NUMBER (AMC II ) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0. 577 1.14 Tc (MIN .) 4 .905 8.39 SUBAREA AREA(ACRES) 0 .84 TOTAL AREA(ACRES) = 1 .2 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) 7.71 2.21 2.51 3 .40 FLOW VELOCITY (FEET/SEC.) = 5.19 DEPTH *VELOCITY (FT*FT/SEC.) 1.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130 .00 = 415.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USIHG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---===---===---=-----===--===========-=====-===========-=====-============== ELEVATION DATA: UPSTREAM(FEET ) = 156 .93 DOWNSTREAM(FEET) FLOW LENGTH (FEET) = 27 .00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6 .8 INCHES PIPE-FLOW VELOCITY(FEET/SE·C.) = 5.55 GIVEN PIPE DIAMETER(INCH) = 18 .00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE 0 .08 Tc(MIN.) = 100 .00 TO NODE 8.47 140 .00 1 156.70 442 .00 FEET. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 27 L **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140 .00 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 .) 8 .47 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) = 1 .20 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.40 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =--===-===================================================================== *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 160.40 DOWNSTREAM ELEVATION(FEET) = 159.40 ELEVATION DIFFERENCE(FEET) = 1 .00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3 .633 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 66.36 (Reference : Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6 .850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE . SUBAREA RUNOFF(CFS) 0.77 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 165 .00 TO NODE 166.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA : UPSTREAM(FEET) = 156.83 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 13.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3 .3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 GIVEN PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 0.06 Tc (MIN .) = LONGEST FLOWPATH FROM NODE 160.00 TO NODE 3.70 166.00 1 156 .70 123 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE= 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---==---==================================================================== TOTAL NUMBER OF STREAMS= 2 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 28 L C CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE : TIME OF CONCENTRATION (MIN .) 3 .70 RAINFALL INTENSITY(INCH/HR) = 6 .85 TOTAL STREAM AREA(ACRES) = 0 .13 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0 .77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3 .40 8 .47 4.875 1. 20 2 0.77 3.70 6.850 0 .13 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 2.25 3 .70 6.850 2 3.94 8 .47 4.875 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3 .94 Tc (MIN .) = 8.47 TOTAL AREA(ACRES) = 1. 3 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140 .00 442.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140 .00 TO NODE 90 .00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 152.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 2.000 MANNING 'S FACTOR = 0 .030 MAXIMUM DEPTH(FEET) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S .C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 1 .28 TRAVEL TIME(MIN.) Tc(MIN .) = 10.52 4 .04 1. 24 2.05 156.50 0 .0013 0 .13 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0.582 0 .19 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) 3.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET) = 1.26 FLOW VELOCITY(FEET/SE~.) LONGEST FLOWPATH FROM NODE 100 .00 TO NODE 1. 23 90.00 = 594.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 29 L C ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.94 10 .52 4 .240 LONGEST FLOWPATH FROM NODE 100.00 TO NODE ** MEMORY BANK# 2 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 2.63 8 .09 5 .020 LONGEST FLOWPATH FROM NODE 20.00 TO NODE ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR ) 1 5 .67 8.09 5 .020 2 6 .17 10.52 4.240 AREA (ACRE) 1. 46 90.00 AREA (ACRE) 0 .86 90 .00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFS) 6 .17 Tc (MIN .) = 10.52 TOTAL AREA(ACRES) = 2 .3 594.00 FEET. 347.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= 12 >>>>>CLEAR MEMORY BANK# 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 170.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 17.00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5 .8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.40 GIVEN PIPE DIAMETER(INCH) = 18 .00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.17 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN .) = 152.85 LONGEST FLOWPATH FROM NODE 100 .00 TO NODE 10.54 170.00 611 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 170 .00 TO NODE 170 .00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 1 WI7H THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN .) (INCH/HOUR) (ACRE) 1 6 .17 10.54 4.234 LONGEST FLOWPATH FROM NODE 100.00 TO ** MEMORY BANK# 1 CONFLUENCE DATA** Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 2 .32 NODE 170.00 611.00 FEET. bliA, Inc. land planning, civil engineering, surveying 30 L C STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN .) (INCH/HOUR) (ACRE) 1 2 .94 6 .81 5 .613 0 .74 LONGEST FLOWPATH FROM NODE 5 .00 TO NODE 170 .00 570.00 FEET. ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS ) (MIN.) (INCH/HOUR) 1 6 .92 6 .81 5 . 613 2 8 .38 10 .54 4 .234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 8 .38 Tc (MIN .) = 10.54 TOTAL AREA(ACRES ) = 3 .1 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---=-=---------======-----=======-===-==========--========================== ELEVATION DATA: UPSTREAM(FEET) = 157 .25 DOWNSTREAM (FEET) FLOW LENGTH(FEET) = 14.29 MANNING 'S N = 0 .013 DEPTH OF FLOW IN 24 .0 INCH PIPE IS 4 .0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24 .66 GIVEN PIPE DIAMETER(INCH) = 24.00 P I PE-FLOW (CFS ) = 8 .38 NUMBER OF PIPES 0 .01 Tc(MIN.) = 1 151.38 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 10.55 175.00 625.29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175 .00 TO NODE 175.00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 3 <<<<< ---======------======-==---======================-========================== **************************************************************************** FLOW PROCESS FROM NODE 180 .00 TO NODE 190 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---=====-------====--------========---==========--======-===--=========---== *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICI ENT= .5000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET ) = 90 .00 UPSTREAM ELEVATION(FEET ) = 190 .00 DOWNSTREAM ELEVATION (FEET) = 182 .50 ELEVATION DIFFERENCE (FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW (MIN .) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0 .44 5 .054 €.803 TOTAL AREA (ACRES ) = 0 .13 TOTAL RUNOFF(CFS) 0 .44 **************************************************************************** FLOW PROCESS FROM NODE 1 90 .00 TO NODE 200 .00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering , surveying 31 L □ >>>>>TRAVELTIME THRU SUBAREA (EXISTI NG ELEMENT)<<<<< ==-========================================================================= ELEVATION DATA : UPSTREAM(FEET) = 182.50 DOWNSTREAM(FEET ) CHANNEL LENGTH THRU SUBAREA (FEET) = 135.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 50 .000 MANNING'S FACTOR = 0 .040 MAXIMUM DEPTH(FEET) = 1 .00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S .C.S. CURVE NUMBER (AMC II ) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) AVERAGE FLOW DEPTH(FEET) 0 .15 TRAVEL TIME(MIN .) Tc(MIN .) = 8.54 0 .72 0 .65 3 .48 181.20 0 .0096 0.23 SUBAREA AREA(ACRES ) AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS ) 0.500 0.56 TOTAL AREA(ACRES) = 0 .4 PEAK FLOW RATE(CFS) 0 .87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY (FEET/SEC.) 0 .66 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 200.00 = 225 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210 .00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------================================================= UPSTREAM ELEVATION(FEET) = 180.90 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 266 .00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET ) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) 1.00 INSIDE STREET CROSSFALL(DECIMAL ) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) 0 .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0 .020 180.60 Manning 's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning 's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0 .39 HALFSTREET FLOOD WIDTH(FEET) = 14 .52 AVERAGE FLOW VELOCITY(FEET/SEC.) 0.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.34 STREET FLOW TRAVEL TIME(MIN .) = 5 .06 Tc(MIN .) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.592 *USER SPECIFIED(SUBLREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.563 13.60 SUBAREA AREA(ACRES) 0.84 TOTAL AREA(ACRES) = 1.2 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : 1. 77 1. 78 2 .43 Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 32 L C DEPTH(FEET ) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16 .50 FLOW VELOCITY(FEET/SEC .) = 0 .94 DEPTH*VELOCITY(FT*FT/SEC.) 0 .40 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 = 491.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220 .00 I S CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ==========-======================================-======--======--=====---== ELEVATION DATA : UPSTREAM(FEET) = 156.93 DOWNSTREAM(FEET ) FLOW LENGTH(FEET ) = 27 .00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE rs 5 .7 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 5 .05 GIVEN PIPE DIAMETER(INCH) = 18 .00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2 .43 PIPE TRAVEL TIME (MIN.) = 0.09 Tc (MIN.) = LONGEST FLOWPATH FROM NODE 180.00 TO NODE 13. 69 220.00 1 156 .70 518 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220 .00 TO NODE 230.00 IS CODE= 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =========================================================================-== ELEVATION DATA: UPSTREAM(FEET) = 156.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 46 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 2 .000 MANNING 'S FACTOR = 0 .030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .504 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S .C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2 .48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0 .85 TRAVEL TIME(MIN.) Tc(MIN.) = 14.14 0.08 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 1.3 SUBAREA RUNOFF(CFS) 0 .550 PEAK FLOW RATE (CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET) = 0.85 FLOW VELOCITY(FEET/SEC.) 1.71 0.45 156 .50 0 .0043 0 .10 2.47 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 1. 71 230 .00 = 564 .00 FEET . +--------------------------------------------------------------------------+ OUTFLOW FROM BIOFILTRATION BASIN +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 rs CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying .33 L C ELEVATION DATA : UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 15.00 MANNING 'S N 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 9 .52 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.47 PIPE TRAVEL TIME(MIN .) = 0 .03 Tc (MIN .) = LONGEST FLOWPATH FROM NODE 180.00 TO NODE 14.16 250.00 1 152 .95 579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 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.) 14.16 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 1 .28 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2 .47 **************************************************************************** FLOW PROCESS FROM NODE 240 .00 TO NODE 250 .00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7100 S .C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET ) = UPSTREAM ELEVATION(FEET) = 162.00 DOWNSTREAM ELEVATION(FEET) = 160.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 77.00 4.481 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE . SUBAREA RUNOFF(CFS) 1.31 TOTAL AREA(ACRES) = 0 .27 TOTAL RUNOFF(CFS ) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250 .00 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.) 4.43 RAINFALL INTENSITY(INCH/HR) = 6 .85 TOTAL STREAM AREA(AC~ES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.31 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 2. 4 7 2 1.31 Tc (MIN.) 14.16 4.48 INTENSITY (INCH/HOUR) 3 .500 6 .850 AREA (ACRE) 1. 28 0.27 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 34 L C 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 .09 4 .48 6.850 2 3 .14 14 .16 3 .500 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.14 Tc (MIN.) = 14.16 TOTAL AREA (ACRES ) = 1. 6 LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 250.00 579 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255 .00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 151 .40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 18 .00 MANNING 'S N = 0 .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.14 0.04 Tc(MIN.) = 14 .21 1 151.00 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 255.00 597.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 255 .00 TO NODE 175.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA : UPSTREAM(FEET ) = 152 .10 DOWNSTREAM(FEET) 151.67 FLOW LENGTH(FEET) = 302.00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 27 .0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.76 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPE-FLOW (CFS ) = 3 .14 PIPE TRAVEL TIME(MIN .) = 1.82 Tc(MIN.) = 16 .03 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 175 .00 899.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK# 3 WITH THE MAIN-STREAM MEMORY<<<<< ---==========================================--~--=========---------------== STREAM CONFLUENCE DATA** RUNOFF Tc I NTENSITY ** MAIN STREAM NUMBER (CFS ) (MIN .) (INCH/HOUR) AREA (ACRE) 1 3 .14 16 .03 3.231 LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 1. 55 175.00 899 .00 FEET. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying .35 L C ** MEMORY BANK# 3 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN .) (INCH/HOUR ) (ACRE) 1 8 .38 10 .55 4.232 3 .06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 625.29 FEET . ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN .) (INCH/HOUR ) 1 10 .45 10.55 4 .232 2 9 .54 16 .03 3 .231 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFS) 10.45 Tc (MIN.) = 10 .55 TOTAL AREA(ACRES) = 4 .6 ==================================================----=-=-================-= END OF STUDY SUMMARY : TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4 . 6 TC (MIN.) = 10.45 10 .55 ==================================================----=--==-==============-- END OF RATIONAL METHOD ANALYSIS Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 36 L 1. 100 YEAR STORM WITH DETENTION **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (a es) Ver. 21.0 Release Date : 06/01/2014 Licens e ID 1459 Analysis prepared by: BHA INC. 5115 AVENIDA ENCINAS , SUI TE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR PROPOSED HYDROLOGY W/ DETENTION * * YADA FAMILY FARM SUBDIVISION * * * ************************************************************************** FILE NAME: K:\HYDR0\1289\l-2018\1289100D .DAT TIME/DATE OF STUDY: 11:23 03/27/2018 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 .600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3 .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 HALF-CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LI P HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) MODEL* MANNING FACTOR (n) 1 30.0 20.0 0 .018/0 .018/0.020 0.67 2 .00 0.0312 0.1 67 0 .0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1 . Rel ative Flow-Depth = 0 .00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constrai nt = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5 .00 TO NODE 6.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 37 L C USER-SPECIFIED RUNOFF COEFFICIENT= .6000 S.C.S . CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET ) = 100 .00 UPSTREAM ELEVATION (FEET) = 188 .00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 6 .00 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 4.953 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.53 TOTAL AREA(ACRES) = 0 .13 TOTAL RUNOFF (CFS ) = 0 .53 **************************************************************************** FLOW PROCESS FROM NODE 6 .00 TO NODE 170.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED )<<<<< UPSTREAM ELEVAT ION(FEET) = 185 .20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH (FEET) = 470 .00 CURB HEIGHT (INCHES) = 6 .0 STREET HALFWIDTH (FEET ) = 10 .00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET ) 1 .00 INSIDE STREET CROSSFALL (DECIMAL ) 0 .020 OUTSIDE STREET CROSSFALL(DECIMAL ) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL ) 0 .020 157 .70 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0 .0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW : STREET FLOW DEPTH (FEET) = 0 .24 5 .51 4.22 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1 .86 100 YEAR RAINFALL I NTENSI TY (INCH/HOUR ) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7300 S .C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.707 1.00 Tc (MIN.) 5.613 6 .81 SUBAREA AREA(ACRES ) 0.61 TOTAL AREA (ACRES ) = 0 .7 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) 7.21 1. 78 2.50 2.94 FLOW VELOCITY(FEET/SEC.) = 4 .60 DEPTH*VELOCITY(FT*FT/SEC .) 1 .24 LONGEST FLOWPATH FROM '!ODE 5 . 00 TO NODE 1 70. 00 = 5 70 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170 .00 TO NODE 170 .00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 38 L C **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 IS CODE= 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ================================================--======--=====---==-------- *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S .C.S . CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET ) = 100.00 UPSTREAM ELEVATION(FEET) = 177.20 DOWNSTREAM ELEVATION(FEET) = 175.70 ELEVATION DIFFERENCE (FEET ) = 1 .50 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 7.198 WARNING : I NITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.50 (Refere nce: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.415 SUBAREA RUNOFF (CFS) 0 .69 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) 0 .69 **************************************************************************** FLOW PROCESS FROM NODE 10 .00 TO NODE 30.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---=====---=====---=====--==============================--=======-=======-== ELEVATION DATA: UPSTREAM(FEET ) = 171.00 DOWNSTREAM(FEET) FLOW LENGTH (FEET) = 70 .00 MANNING'S N = 0 .011 DEPTH OF FLOW IN 12 .0 I NCH PIPE IS 2 .1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7 .56 GIVEN PIPE DIAMETER(INCH) = 12.00 PIPE-FLOW(CFS) = 0 .69 NUMBER OF PIPES 0 .15 Tc(MIN.) = 1 166.40 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 20 .00 TO NODE 7.35 30.00 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 30.00 IS CODE= 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================-== 100 YEAR RAINFALL INTENSITY (I NCH/HOUR) = 5 .3 42 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C .S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5800 SUBAREA AREA(ACRES) 0 .22 SUBAREA RUNOFF(CFS ) TOTAL AREA (ACRES) = 0.4 TOTAL RUNOFF(CFS) = TC (MIN .) = 7 .35 0 .68 1. 36 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 50 .00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< =========================================================================-== ELEVATION DATA : UPSTREAM(FEET ) = Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 166.40 DOWNSTREAM (FEET ) = 161.80 bl-IA, Inc. land planning, civil engineering, surveying 39 L FLOW LENGTH(FEET) = 70 .00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2 .9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9 .25 GIVEN PIPE DIAMETER(INCH) = 12.00 PIPE-FLOW(CFS) = 1 .36 0 .13 NUMBER OF PIPES 1 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE Tc (MIN.) = 20.00 TO NODE 7 .48 50.00 240 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---===--=------=====------=====================---=========---============== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.284 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5800 SUBAREA AREA(ACRES) 0 .22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS ) = TC(MIN.) = 7.48 0 .67 2.02 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------====-------============-----=======---==-======-------------- ELEVATION DATA: UPSTREAM(FEET) = 161.80 DOWNSTREAM(FEET) FLOW LENGTH (FEET) = 63.00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3 .6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10 .31 GIVEN PIPE DIAMETER(INCH) = 12 .00 PIPE-FLOW(CFS) = 2 .02 NUMBER OF PIPES 0.10 Tc(MIN.) = 1 157.70 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 20.00 TO NODE 7.58 70.00 303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80 .00 TO NODE 70.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---==----=-----==========-================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.238 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6000 S .C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5847 SUBAREA AREA(ACRES) 0 .20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0 .9 TOTAL RUNOFF(CFS) = TC(MIN.) = 7.58 0.63 2 .63 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ---===========-============================================================= Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 40 L C ELEVATION DATA : UPSTREAM(FEET) = 157.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) 44 .00 CHANNEL SLOPE CHANNEL BASE(FEET) = 10 .00 "Z" FACTOR = 2 .000 MANNING'S FACTOR= 0 .030 MAXIMUM DEPTH(FEET) = 1 .00 CHANNEL FLOW THRU SUBAREA(CFS) = 2 .63 FLOW VELOCITY(FEET/SEC.) = 1 .43 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME (MIN .) = 0 .51 Tc(MIN .) = 8 .09 157.30 0 .0091 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 90 .00 347 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S .C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 187 .00 DOWNSTREAM ELEVATION(FEET) = 181.20 ELEVATION DIFFERENCE(FEET) = 5.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.991 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) 0.34 TOTAL AREA(ACRES) = 0 .10 TOTAL RUNOFF(CFS) = 0 .34 **************************************************************************** FLOW PROCESS FROM NODE 110 . 00 TO NODE 120.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 181.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 70 .00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 50.000 MANNING 'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5 .292 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S .C.S . CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC .) AVERAGE FLOW DEPTH (FEET) 0 .1 7 TRAVEL TIME ('1IN.) 0 .69 0 .47 Tc(MIN .) = 7.46 0.26 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0.4 SUBAREA RUNOFF(CFS) 0.500 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET) = 0 .19 FLOW VELOCITY(FEET/SEC.) 0 .51 2 .47 180.90 0 .0043 0 .69 0.95 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 4J L C LONGEST FLOWPATH FROM NODE 100 .00 TO NODE 120 .00 = 150 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 180 .90 DOWNSTREAM ELEVATION(FEET) STREET LENGTH (FEET) = 265.00 CURB HEIGHT(INCHES) = 6 .0 STREET HALFWIDTH (FEET ) = 18 .00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) 1 .00 INSIDE STREET CROSSFALL(DECIMAL) 0 .018 OUTSIDE STREET CROSSFALL(DECIMAL) 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0 .020 160 .60 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0 .0150 Manning's FRICTION FACTOR for Back-of-Wa l k Flow Section 0 .0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 6.19 STREET FLOW DEPTH(FEET) = 0 .24 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC .) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC .) STREET FLOW TRAVEL TIME(MIN .) = 0 .93 100 YEAR RAINFALL INTENSITY (INCH/HOUR) *USER SPECIFIED(SUBAREA): 4 .74 1.14 Tc (MIN .) 4.905 USER-SPECIFIED RUNOFF COEFFICIENT= .6100 S .C.S . CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0 .577 8 .39 SUBAREA AREA(ACRES) 0.84 TOTAL AREA (ACRES ) = 1 .2 SUBAREA RUNOFF(CFS ) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET ) = 0 .27 HALFSTREET FLOOD WIDTH (FEET) 7 .71 2 .21 2 .51 3 .40 FLOW VELOCITY(FEET/SEC.) = 5 .19 DEPTH*VELOCITY(FT*FT/SEC.) 1 .39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 415.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 130 .00 TO NODE 140.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM (FEET) = 156 .$3 DOWNSTREAM(FEET) FLOW LENGTH (FEET) = 27 .00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 18 .0 I~CH PIPE IS 6 .8 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 5 .55 GIVEN PIPE DIAMETER (INCH ) = 18 .00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3 .40 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN .) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 8 .47 140 .00 1 156 . 70 442.00 FEET. **************************************************************************** Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 42 L C FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN .) 8 .47 RAINFALL INTENSITY(INCH/HR) = 4 .87 TOTAL STREAM AREA(ACRES) = 1 .20 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3 .40 1 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8600 S.C.S . CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 160 .40 DOWNSTREAM ELEVATION(FEET) = 159 .40 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN .) = 3 .633 WARNING : INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66 .36 (Reference : Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION ! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6 .850 NOTE : RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE . SUBAREA RUNOFF(CFS) 0 .77 TOTAL AREA(ACRES) = 0 .13 TOTAL RUNOFF(CFS) = 0 .77 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 156 .83 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 13.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 18 .0 INCH PIPE IS 3 .3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3 .41 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES l PIPE-FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN .) = 0 .06 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 160.00 TO NODE 3 .70 166.00 156.70 123.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.0') IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE : TIME OF CONCENTRATION (MIN.) = 3 .70 1 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 43 L C RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0 .13 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN .) (INCH/HOUR) (ACRE) 1 3 .40 8 .47 4 .875 1. 20 2 0.77 3 .70 6.850 0 .13 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 .25 3.70 6 .850 2 3.94 8 .47 4.875 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFS) 3.94 Tc(MIN.) = TOTAL AREA (ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 8 .47 140.00 442 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 90.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT )<<<<< ELEVATION DATA : UPSTREAM(FEET) = 156.70 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 152.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 2 .000 MANNING 'S FACTOR= 0 .030 MAXIMUM DEPTH(FEET) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .240 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S .C.S . CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) 1.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) AVERAGE FLOW DEPTH (FEET) 1 .28 TRAVEL TIME(MIN.) Tc(MIN.) = 10.52 4.04 1. 24 2.05 156 .50 0 .0013 0 .13 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0.582 0 .19 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) 3 .94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.26 FLOW VELOCITY(FEET/SEC .) LONGEST FLOWPATH FROM NODE 100 .00 TO NODE 1. 23 90.00 = 594.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<< **MAINSTREAM CONFLUENCE DATA** Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 44 L STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3 .94 10 .52 4.240 1. 46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90 .00 594.00 FEET . ** MEMORY BANK# 2 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.63 8.09 5 .020 0 .86 LONGEST FLOWPATH FROM NODE 20 .00 TO NODE 90 .00 347.00 FEET. ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN .) (INCH/HOUR) 1 5.67 8 .09 5.020 2 6.17 10.52 4 .240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 6 .17 Tc(MIN .) = 10.52 TOTAL AREA(ACRES ) = 2.3 **************************************************************************** FLOW PROCESS FROM NODE 90 .00 TO NODE 90 .00 IS CODE = 12 >>>>>CLEAR MEMORY BANK# 2 <<<<< +--------------------------------------------------------------------------+ OUTFLOW FROM DETENTION BASIN +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE= >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.52 RAIN INTENSITY(INCH/HOUR) = 4 .24 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5 .80 7 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 170.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 153 .70 DOWNSTREAM(FEET) PLOW LENGTH(FEET) = 17.00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.80 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0 .02 Tc(MIN.) = 100.00 TO NODE 10.54 170 .00 1 152.85 611. 00 FEET. Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 45 L C **************************************************************************** FLOW PROCESS FROM NODE 170 .00 TO NODE 170 .00 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 5 .80 10.54 4 .234 2.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 611. 00 FEET . ** MEMORY BANK# 1 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN .) (INCH/HOUR) (ACRE) 1 2 .94 6.81 5 .613 0 .74 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 170. 00 570 .00 FEET. ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.68 6.81 5 . 613 2 8.02 10.54 4 .234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 8 .02 Tc(MIN.) = 10.54 TOTAL AREA(ACRES) = 3 .0 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 157.25 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 14.29 MANNI NG 'S N = 0.013 DEPTH OF FLOW IN 24 .0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.34 GIVEN PIPE DIAMETER(INCH) = 2 4.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 8 .02 0 .01 Tc (MIN.) = 10 .55 1 151.38 PIPE TRAVEL TIME(MIN .) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175.00 625.29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175 .00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 180 .00 TO NODE 190 .00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S.C .S. CURVE NUMBER (AMC II) = 0 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 46 L C INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 190.00 DOWNSTREAM ELEVATION (FEET ) = 182.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0 .44 90.00 5.054 6 .803 TOTAL AREA(ACRES) = 0 .13 TOTAL RUNOFF(CFS) 0.44 **************************************************************************** FLOW PROCESS FROM NODE 190 .00 TO NODE 200.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< 181. 20 ELEVATION DATA: UPSTREAM(FEET) = 182 .50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE 0. 0096 CHANNEL BASE(FEET) 0 .00 "Z" FACTOR= 50.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH (FEET) = 1 .00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5000 S .C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC .) AVERAGE FLOW DEPTH (FEET) 0.15 TRAVEL TIME (MIN.) 0 . 72 0 .65 Tc(MIN.) = 8 .54 0 .23 SUBAREA AREA (ACRES) AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA (ACRES) = 0.4 SUBAREA RUNOFF(CFS ) 0.500 PEAK FLOW RATE (CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0 .16 FLOW VELOCITY(FEET/SEC.) 0.66 3.48 0.56 0 .87 LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 200.00 = 225.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210 .00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED )<<<<< UPSTREAM ELEVATION(FEET) = 180 .90 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 266.00 CURB HEIGHT(INCHES) = 6 .0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1 .00 INSIDE STREET CROSSFALL (DECIMAL) 0 .018 OUTSIDE STREET CROSSFALL(DECIMAL ) 0.018 SrECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL (DECIMAL ) 0 .020 180.60 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0 .0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW : 1. 77 STREET FLOW DEPTH(FEET ) = 0.39 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 47 L C HALFSTREET FLOOD WIDTH(FEET) = 14 .52 AVERAGE FLOW VELOCITY(FEET/SEC .) 0 .88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0 .34 STREET FLOW TRAVEL TIME(MIN .) = 5 .06 Tc (MIN.) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.592 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.563 13. 60 SUBAREA AREA(ACRES) 0.84 TOTAL AREA(ACRES ) = 1 .2 SUBAREA RUNOFF(CFS ) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS : DEPTH (FEET ) = 0.43 HALFSTREET FLOOD WIDTH(FEET) 16 .50 1. 78 2 .43 FLOW VELOCITY(FEET/SEC .) = 0.94 DEPTH*VELOCITY(FT*FT/SEC .) 0.40 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 = 491 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 210 .00 TO NODE 220.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA : UPSTREAM(FEET) = 156.93 DOWNSTREAM(FEET) 156 .70 FLOW LENGTH(FEET) = 27.00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5 .7 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 5.05 GIVEN PIPE DIAMETER(INCH) = 18 .00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 220.00 518 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 220 .00 TO NODE 230 .00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 156 .70 DOWNSTREAM(FEET) 156.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 46 .00 CHANNEL SLOPE 0 .0043 CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 2.000 MANNING 'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .504 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S .C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS ) 2 .48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1 .71 AVERAGE FLOW DEPTH(FEET) 0.85 TRAVEL TIME(MIN .) 0 .45 Tc(MIN.) = 14 .14 SUBAREA AREA(ACRES) 0.08 SUBAREA RUNOFF(CFS) 0.10 AREA-AVERAGE RUNOFF COEFFICIENT 0 .550 TOTAL AREA(ACRES ) = 1.3 PEAK FLOW RATE(CFS) 2.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS : DEPTH(FEET ) = 0 .85 FLOW VELOCITY(FEET/SEC.) 1 .71 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 230.00 = 564.00 FEET . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 48 L C +--------------------------------------------------------------------------+ OUTFLOW FROM BIOFILTRATION BASIN +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ================-==================================----========----========-· USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.10 RAIN INTENSITY (INCH/HOUR) = 3 .51 TOTAL AREA(ACRES ) = 1 .30 TOTAL RUNOFF(CFS) = 2.40 **************************************************************************** FLOW PROCESS FROM NODE 230 .00 TO NODE 250 .00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ===========================================================================- ELEVATION DATA: UPSTREAM(FEET) = 153.70 DOWNSTREAM(FEET ) FLOW LENGTH (FEET) = 15.00 MANNING 'S N = 0 .011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3 .6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9 .44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0 .03 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 14.13 250 .00 1 152.95 579.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250 .00 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.) 14.13 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES ) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2 .40 **************************************************************************** FLOW PROCESS FROM NODE 240 .00 TO NODE 250.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----=====-===---===================================----====~===--==-=======- *USER SPECIFIED (SUBAREA): US~R-SPECIFIED RUNOFF COEFFICIENT= .7100 S .C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION (FEET ) = 162 .00 DOWNSTREAM ELEVATION(FEET) = 160 .00 ELEVATION DIFFERENCE(FEET) = 2 .00 SUBAREA OVERLAND TIME OF FLOW(MI N.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 77.00 4.481 6 .850 bl-IA, Inc. land planning, civil engineering, surveying 49 L NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 1.31 TOTAL AREA (ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1 .31 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250 .00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN .) 4 .48 RAINFALL INTENSI TY(INCH/HR) = 6 .85 TOTAL STREAM AREA(ACRES ) = 0 .27 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2 .40 14.13 3 .506 1.30 2 1. 31 4 .48 6 .850 0 .27 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 .07 4 .48 6 .850 2 3.07 14.13 3.506 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFS) 3.07 Tc (MIN.) = 14 .13 TOTAL AREA(ACRES) = 1. 6 LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 250.00 1 579 .00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255 .00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 151.40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 18.00 MANNING 'S N = 0 .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5 .5 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 6 .75 GIVEN PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 3 .07 NUMBER OF PIPES r.04 Tc (MIN.) = 1 151 .00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 180 .00 TO NODE 14.17 255.00 597.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 175.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 50 L C ---=====---=====---===-----================================================= ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) 151 .67 FLOW LENGTH (FEET) = 302 .00 MANNING 'S N = 0.011 DEPTH OF FLOW IN 27.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC .) = 2 .74 GIVEN PIPE DIAMETER(INCH) = 27 .00 NUMBER OF PIPES 1 PIPE-FLOW (CFS ) = 3 .07 PIPE TRAVEL TIME(MIN .) = 1 .83 Tc(MIN.) = 16.01 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 175.00 899 .00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175 .00 IS CODE= 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK# 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.07 16 .01 3.234 1. 57 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 175 .00 899.00 FEET. ** MEMORY BANK# 3 CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.02 10 .55 4 .231 3 .04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 175 .00 625.29 FEET . ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.04 10.55 4.231 2 9.20 16 .01 3 .234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 10.04 Tc (MIN.) = 10.55 TOTAL AREA(ACRES ) = 4.6 ==========-======--=======-==============================-======-======---== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4 . 6 TC (MIN.) = 10.04 10.55 =========================================================-=======-=======-== ==================-======================================================-== END OF RATIONAL METHOD ANALYSIS Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying 51 L C Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study C. HYDRAULIC CALCULATIONS bl-IA, Inc. land planning, civil engineering, surveying s2 L BIOFILTRATION BASIN 1 DETAIL: 'CHGINf:£RED SOIi. "'1X SHALL PRO'VIOC A M/HllillN SUSTAINED INFILTRATION RAT£ OF S 0/HR. MIX SHALL B£ SANDY LOAM TOP SOIL CONSISTING OF ~ SANO. ::so,r PLANT/NC SOL. 201C SHREDDED '1AROIMX1D 111./Lat. R/.W 160.8 1 TC 151.01 FS (159.98 n.) , -2% ----,k!.._~),--: ~ 4• TALL F£NCE. SEE LANDSCAPE PLANS. ----~. '••JO AIIL . , PER DWG I ~ ~I . LINER PER 457-4F I O ~ i:!1 SOILS REPORT I t;;;,;:~f OF 1e" fil:f' --1 1:i <nl--15 t£. .· -----I . _ E~IS'.:_2~ ~~ __ /--' ~ 152.95 IE 4 ' TALL FE:NCE. SEE LANDSCAPE PLANS. .36 "X.35" BROOKS PCC CA TCH BASIN W/GRATED INLET 152.7 TW GRA Tc=157.5.3 .3" MULCH 155. 7 Fl 15.3. 7 SG/Tf,- • JO MIL LINER ON BOTTOM PER SOILS REPORT PROPOSED 5· HIGH CMU ~ (SEE SHEET 5 FOR DETAIL LOT I PF -167.0 PROPOSED RETAINING WALL (SEE: SHU:T 5 FOR DETAILS) J" OF PEI\ GRA VE'L 10• DEPTH OF J/4" CRUSHED ROCK FOR V2 STORAGE 5• PERFORA TFn PVC PIPE CONFORMING ro ASTM O ~ 0.£. Mi'AP 111TH FILTER SOCK (PER COf:Tr:CHNICAL RE -PIPE wrTH PERFORATIONII ABOM!' THI/! INVERT {BOTTOI/IIOFORAIIELLA'l'ERJ BIOFILTRATION BASIN NO. 1 CROSS SECTION FROM HYOROLOGY/SWOMP REPORTS BIOFILTRATION BASIN 2 DETAIL: i I EXIST TYPE F CB PER DWG 457-F. REMO\/£. EXIST CB/CONST TYPC B-1 CURB INLET PER 0 -2 4 ' TALL n:NCE. SEE LANDSCAPE PLANS F~:~~ ::·~~ EXJST 24• RCP --------r-----' 150 .• JS IF 'EHCIH££R£0 SCIL At/X SHALJ. PROV10E A "'1MWCN SUSTAINED INF1LTRA1ION RATF: OF 5 "/kR. WIX SHALL BE SANDY LOAAI TOP SOIL CCHSISTIHG OF 50JI' SANO. :SO. Pf..AN11NC SOIL. 20S SHR£DD£D HARDWOOD WU#..CH. PROPOSED 6. HIGH CMU SCREEN (SEE SHEET 6 FOR DETAILS) 4 ' TALL FENCE. SE£ LANDSCAPE PLANS .J6•X.36" BROOKS PCC CATCH BASIN W/GRA TED INLET 16?.7 GRA Tc:=157. 7 :r MULCH 15.J. 7 SG/TF_, ~OIE L :,o /,/~ER ON BOTTOM PER SOILS REPORT LOT 9 PE -164.6 J" OF PEA GRA \lcL 10· DEPTH OF .3/4" CRUSHED ROCK FOR V2 S10RAGE 6 .. PERFORATED PVC PIP£ CONFORMING TO AS1M D 30.J-4 O.f:. K-R'AP K-111-1 FIL T£R SOCK (PER GOETECHNICAL REPORT) pt.ACIE PIPSWITH PfiiRFORATIONII M<WIE' THIE IMI ~QF GRAVEL LAYER/ b~A, Inc. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study land planning , civil engineering, surveying BIOFILTRATION BASIN OUTLET DETAIL: CATCH BASIN WALL 2 SACK CEMENT SLURRY 6" THICK ABOVE/BELOW 6" PVC STORM DRAIN PIPE 12" WIDE 30 MIL MIRAn LINER (EACH SIDEWALL/BOTTOM) 2 SACK CEMENT SLURRY 12" BELOW BASIN AND AROUND ALL OUTFLOW PIPES BIOFILTRATION BASIN/CATCH BASIN CONNECTION DETAILS NOT TO SCALE C TABLE 3-Summary of Dual Purpose BMPs: Biofiltration with Surface Ponding ,. , ____ -···-·····"·-···----·-· Summary of Dual Purpose I MPs: Bioretention With Surface Ponding ---! .. --7----· T IMP DIMENSIONS Amended Underdrain Surface Gravel Area<1> Gravel Depth Soil Depth Orifice D Bottom Area IMP (ft2) (in) (in) (in)'21 (ft2) Top Riser (ft) 1 1,065 10 18 n/a 1,065 0.83 2 1,870 10 18 n/a 1,870 1.00 (1) Gravel Area = Amended Soil Area = Bottom Area at surface of IMP. -~ I -------~----· --- (2) Hydromodifi cation requirements do not apply. See SWQMP for Vada Family Fa rm Subdivision prepared by Bha Inc. -·---·-------------j- (3) First value corresponds to the surface depth of the main overflow riser from the bottom of . -· 'the pond. Second value is the total depth from bottom of the pond to the pond spill crest '--------------. ~--·---~- TABLE 4-Summary ofHMP Riser Structure Discharge Structures Summary of HMP Riser Structure Discharge S ,__ T --·-· ,---I tructures --~ ------+--EMERGENCY WEIR Invert Weir Elevation Perimeter --· --~ ------+------------~ IMP (ft)(l) Length (ft)<2> 1 0.83 12 -· ---+--- 2 1.00 12 (1) Depth from bottom of pond to invert of emerge ncyoverflow weir. (2) Overflow length, the internal perimeter of the r iser is 8 ft (2 ft_x 2 ft internal_ dimensions). bhA, Inc. land planning, civil engineering, surveying - l Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 56 L ,-Detention and Storage Capacity Calculations-Basin 1 l ____,__ ____ --J_ ___ 1 ---- 1---~=====::_·_-_j+-T-alj!le 5.0-Di ten~ion Flo~ Resul_t!§ummary-100 Ye![ CliN OoUT JlQ Basin 1 2.50 2.40 0.10 _.,__ ___ ......., ____ ,._ ____ -+-____ _.. ---____ _l_ ---l __ --- Table 5.D-Basin 1, Depth vs. Storage and Discharge Information Bottom Basin Area (sf) =l 1065 --I "-"· I · Elev Volume (cf) Depth (ft) Storage (ac-ft) Discharge <1l (cfs) ! I Bottom of Gravel** 156.7 745.50 0.00 0.017 0.00 -1--------------+--------<I-------------------' 156.8 852.88 0.10 0.020 0.00 156.9 962.02 0.20 0.022 0.00 157 1072.92 0.30 0.025 0.00 -----l------------+-----------+--------- 157.1 1185.58 0.40 0.027 0.00 157.2 1300.00 0.50 0.030 0.00 157.3 1416.18 0.60 0.033 0.00 1---------.,__ ___ -1.~-;;._;;;;_,;;.,_+---;_;_-_,.__~---+---__;;,.;..:...;. ___ ---1 157.4 1534.12 0.70 0.035 0.00 ----.. _ .,__ ___ -1.,.~---+-----_,._-----+-----------1 0.80 0.038 0.00 157.5 1653.82 1------- _ Top of Gr~t_e.,___1_5_7_.5_3_+--_16_9_0_.0_7~ __ o_.8.;;.;3;....__+--_o_._03_9_~f------o_._oo ___ ...... 157.6 1775.28 0.90 0.041 0.67 157.7 1898.50 1.00 0.044 2.52 157.8 2023.48 1.10 0.046 5.05 (1) Using Broad Crested Weir Formula equation (6-10) Q=CLH1 ' 5 where ---+'C::;.:o::..::e:..:.f=ficient C is_3.0. _ -·-__ _ ---- **Total Storage in Media assuming 40void ratio in gravel layer and 30% in - 1------__ -1,.e_n...cgineered_soil layer -.-------.-----_______ _ 1--------lo~down :~~or I _ -1 _J __ --· Using Darcy's Law to calculate timE:_!eciuired to drai~_}o:• of pond ~epth: ---1----"-1-"-06;;..;;5;...._---1-=B~a_::.s.!.~Botto~ Are~J sf) ± _ ---1----------l 1--------.,__16_9_0_-tBasi n Volume @ 10" Depth (,_cf....,.)_: ____ ,___ _ __ _ _ 1--_0_.8_3_ ..... l?ept~~f Engineered Soil above Outlet P~int (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): J .. ----T--·--T------ Q= KIA; where I= Hydraulic Gradient above outlet point :~: l ~atoutle;poinJ(ds) r -r--=-- ._ _______ _._ __ l_._9_0 _ _. ~~wdown Time (~!~L< 72 hrs _ I_✓-------' C ,-------------1--------Detention and Storage Capacity Calculations-Basin 2 ·-7 --------------- _-_ _L ___ L_ _ I ---rri ----_ Tabl~etention Flor Results Summary-100Yearr+--------1 ~N 0oLIT tiQ Basin 1 5.60 5.30 0.30 i-------,---_L -l Table 5 D-Basin 2 Depth vs Storae:e and Dischare:e Information I -1 -I Bottom Basin Area (sf)= 1870 I I Elev Volume (cf) Depth (ft) Storage (ac-ft) Discharge (cfs) Bottom of Gravel** 156.7 1309.00 0.00 0.030 0.00 -----~- 156.8 1496.88 0.10 0.034 0.00 --156.9 1686.52 0.20 0.039 0.00 --- 157 1877.92 0.30 0.043 0.00 >-----157.1 2071.08 0.40 0.048 0.00 ,_,_ 157.2 2266.00 a.so 0.052 0.00 157.3 2462.68 0.60 0.057 3.00 .___ 157.4 2661.12 0.70 0.061 0.00 157.5 2861.32 0.80 0.066 0.00 - I----------- 157.6 3063.28 0.90 0.070 0.00 Top of Grate 157.7 3267.00 1.00 0.075 0.00 157.8 3472.48 1.10 0.080 1.14 <----· -157.9 3679.72 1.20 0.084 3.22 ·---· 158 3888.72 1.30 0.089 5.92 -(1) Using Broad Crested Weir Formula equation (6-10) Q=CLH1'5 where I Coefficient C js 3.0. --------------------**Total Storage in Media assuming 40% void ratio in gravel layer and 30% in enginee~ed soil layer l .. -·······---. . .. - · Drawdown calculator I ---l --C-____ J -I -- ----.---·-·· ·-··--········--... --. -L. . .• -_ Usinf:tDarcy's La~ to calculate _!ime req~ire9 to d_!'ainl,0" of pond depth: __ . ----;_ ------' I -------1870 Bas;n Bottom Mea (sf): : ~ ---3267 Ba~in '{_olu~~ ~ ~t_Depthj cf): _____ l -- 0.83 Depth of Engine~red Soil above Outle_!Joi~ (ft):___ _ .: -5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/~.!:): , I ---, I.•-•••--___ ]_ -:--·~-------...J.. ... _________ --Q= KIA; where I= Hydraulic Gradient above outlet point -,---1 r -7 ---EE ----I Qat outlet point (cfs) ----~ra-wdo~n Ti ~(hr;)-~-72 hrs ✓ Vada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bttA, Inc. land planning, civil engineering, surveying ss L □ Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study BASIN 1 HEC-HMS SUMMARY bl-IA, Inc. land planning, civil engineering, surveying s9 L Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study BASIN 1 HEC-HMS SUMMARY b~A, Inc. land planning, civil engineering, surveying Project: BASIN1-83 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01 Jan2000, 00:00 Basin Model: Post_Dev End of Run : 01Jan2000, 06:05 Meteorologic Model: Met 1 Compute Time: 28Jan2018, 11 :27:34 Control Specifications: Control 1 Volume UnitslN Computed Results Peak Inflow: 2.5 (CFS) Peak Discharge: 2.4 (CFS) Inflow Volume: n/a Discharge Volumen/a Date/Time of Peak Inflow: 01Jan2000, 04: 15 Date/Time of Peak Discharge01Jan2000, 04:16 Peak Storage: 0.0 (AC-FT) Peak Elevation: 1.0 (FT) • Reservoir "BMP-1" Results for Run "Q 100" 0.044 ~--------------------------------------------------~ 1.000 0.043 0.042j I 0.967 0.935 0.041 ~W-- 0.040 ,.. ,, 0.869 0.902 w.a,:,. ~ 0.039y ~ t 0.836 r--2.5 I 2.0 1.5 ~ 0.5 j o.o-1-"'"---------.--------~-------~--------.----------------.....-J 00:00 01:00 02:00 I ------Run:O100 Element:BMP-1 Result:Storage ---Run:O100 Element:BMP-1 Result:Combined Inflow 03:00 04:00 Run:O100 Element:BMP-1 Result:Pool Elevation 05:00 06:00 01Jan2000 ---Run:O100 Element:BMP-1 Result:Outflow Project: BASIN1 -83 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01 Jan2000, 00:00 End of Run: 01 Jan2000, 06:05 Compute Time: 28Jan2018, 11 :27:34 Date Time Inflow (CFS) 01Jan2000 00:00 0.0 01Jan2000 00:01 0.0 01Jan2000 00:02 0.0 01Jan2000 00:03 0.0 01Jan2000 00:04 0.0 01Jan2000 00:05 0.0 01Jan2000 00:06 0.0 01Jan2000 00:07 0.0 01Jan2000 00:08 0.1 01Jan2000 00:09 0.1 01Jan2000 00:10 0.1 01Jan2000 00:11 0.1 01Jan2000 00:12 0.1 01Jan2000 00:13 0.1 01Jan2000 00 :14 0.1 01Jan2000 00:15 0.1 01Jan2000 00:16 0.1 01Jan2000 00:17 0.1 01 Jan2000 00:18 0.1 01Jan2000 00:19 0.1 01Jan2000 00:20 0.1 01Jan2000 00:21 0.1 01Jan2000 00:22 0.1 01Jan2000 00:23 0.1 01Jan2000 00:24 0.1 01Jan2000 00:25 0.1 Basin Model: Post_Dev Meteorologic Model: Met 1 Control Specifications:Control 1 Storage Elevation Outflow (AC-FT) (FT) (CFS) 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 0.0 0.8 0.1 Page 1 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 00:26 0.1 0.0 0.8 0.1 01Jan2000 00:27 0.1 0.0 0.8 0.1 01Jan2000 00:28 0.1 0.0 0.8 0.1 01Jan2000 00:29 0.1 0.0 0.8 0.1 01Jan2000 00:30 0.1 0.0 0.8 0.1 01Jan2000 00:31 0.1 0.0 0.8 0.1 01Jan2000 00:32 0.1 0.0 0.8 0.1 01Jan2000 00:33 0.1 0.0 0.8 0.1 01Jan2000 00:34 0.1 0.0 0.8 0.1 01Jan2000 00:35 0.1 0.0 0.8 0.1 01Jan2000 00:36 0.1 0.0 0.8 0.1 01Jan2000 00:37 0.1 0.0 0.8 0.1 01Jan2000 00:38 0.1 0.0 0.8 0.1 01Jan2000 00:39 0.1 0.0 0.8 0.1 01Jan2000 00:40 0.1 0.0 0.8 0.1 01Jan2000 00:41 0.1 0.0 0.8 0.1 01Jan2000 00:42 0.1 0.0 0.8 0.1 01Jan2000 00:43 0.1 0.0 0.8 0.1 01Jan2000 00:44 0.1 0.0 0.8 0.1 01Jan2000 00:45 0.1 0.0 0.8 0.1 01Jan2000 00:46 0.1 0.0 0.8 0.1 01Jan2000 00:47 0.1 0.0 0.8 0.1 01Jan2000 00:48 0.1 0.0 0.8 0.1 01Jan2000 00:49 0.1 0.0 0.8 0.1 01Jan2000 00:50 0.1 0.0 0.8 0.1 01Jan2000 00:51 0.1 0.0 0.8 0.1 01Jan2000 00:52 0.1 0.0 0.8 0.1 01Jan2000 00:53 0.1 0.0 0.8 0.1 01Jan2000 00:54 0.1 0.0 0.8 0.1 01Jan2000 00:55 0.1 0.0 0.8 0.1 01Jan2000 00:56 0.1 0.0 0.8 0.1 Page 2 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (C FS) 01Jan2000 00:57 0.1 0.0 0.8 0.1 01Jan2000 00:58 0.1 0.0 0.8 0.1 01Jan2000 00:59 0.1 0.0 0.8 0.1 01Jan2000 01 :00 0.1 0.0 0.8 0.1 01Jan2000 01 :01 0.1 0.0 0.8 0.1 01Jan2000 01 :02 0.1 0.0 0.8 0.1 01Jan2000 01 :03 0.1 0.0 0.8 0.1 01Jan2000 01 :04 0.1 0.0 0.8 0.1 01Jan2000 01 :05 0.1 0.0 0.8 0.1 01Jan2000 01 :06 0.1 0.0 0.8 0.1 01Jan2000 01 :07 0.1 0.0 0.8 0.1 01Jan2000 01 :08 0.1 0.0 0.8 0.1 01Jan2000 01 :09 0.1 0.0 0.8 0.1 01Jan2000 01:10 0.1 0.0 0.8 0.1 01Jan2000 01 :11 0.1 0.0 0.8 0.1 01Jan2000 01 :12 0.1 0.0 0.8 0.1 01Jan2000 01 :13 0.1 0.0 0.8 0.1 01Jan2000 01 :14 0.1 0.0 0.8 0.1 01Jan2000 01 :15 0.1 0.0 0.8 0.1 01Jan2000 01 :16 0.1 0.0 0.8 0.1 01Jan2000 01 :17 0.1 0.0 0.8 0.1 01Jan2000 01 :18 0.1 0.0 0.8 0.1 01Jan2000 01 :19 0.1 0.0 0.8 0.1 01Jan2000 01 :20 0.1 0.0 0.8 0.1 01Jan2000 01 :21 0.1 0.0 0.8 0.1 01Jan2000 01 :22 0.1 0.0 0.8 0.1 01Jan2000 01 :23 0.1 0.0 0.8 0.1 01Jan2000 01 :24 0.1 0.0 0.8 0.1 01Jan2000 01 :25 0.1 0.0 0.8 0.1 01Jan2000 01 :26 0.1 0.0 0.8 0.1 01Jan2000 01 :27 0.1 0.0 0.8 0.1 Page 3 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 01 :28 0.1 0.0 0.8 0.1 01Jan2000 01 :29 0.1 0.0 0.8 0.1 01Jan2000 01 :30 0.1 0.0 0.8 0.1 01Jan2000 01 :31 0.1 0.0 0.8 0.1 01Jan2000 01 :32 0.1 0.0 0.8 0.1 01Jan2000 01 :33 0.1 0.0 0.8 0.1 01Jan2000 01 :34 0.1 0.0 0.8 0.1 01 Jan2000 01 :35 0.1 0.0 0.8 0.1 01Jan2000 01 :36 0.1 0.0 0.8 0.1 01Jan2000 01 :37 0.1 0.0 0.8 0.1 01Jan2000 01 :38 0.1 0.0 0.8 0.1 01Jan2000 01 :39 0.1 0.0 0.8 0.1 01Jan2000 01 :40 0.1 0.0 0.8 0.1 01Jan2000 01 :41 0.1 0.0 0.8 0.1 01Jan2000 01 :42 0.1 0.0 0.8 0.1 01Jan2000 01 :43 0.1 0.0 0.8 0.1 01Jan2000 01 :44 0.1 0.0 0.8 0.1 01Jan2000 01 :45 0.1 0.0 0.8 0.1 01Jan2000 01 :46 0.1 0.0 0.8 0.1 01Jan2000 01 :47 0.1 0.0 0.8 0.1 01Jan2000 01 :48 0.1 0.0 0.8 0.1 01Jan2000 01 :49 0.1 0.0 0.8 0.1 01Jan2000 01 :50 0.1 0.0 0.8 0.1 01Jan2000 01 :51 0.1 0.0 0.8 0.1 01 Jan2000 01 :52 0.1 0.0 0.8 0.1 01Jan2000 01 :53 0.2 0.0 0.8 0.1 01Jan2000 01 :54 0.2 0.0 0.8 0.1 01Jan2000 01 :55 0.2 0.0 0.8 0.2 01Jan2000 01 :56 0.2 0.0 0.8 0.2 01Jan2000 01 :57 0.2 0.0 0.8 0.2 01Jan2000 01 :58 0.2 0.0 0.8 0.2 Page 4 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 01 :59 0.2 0.0 0.8 0.2 01Jan2000 02:00 0.2 0.0 0.8 0.2 01Jan2000 02:01 0.2 0.0 0.8 0.2 01Jan2000 02:02 0.2 0.0 0.9 0.2 01Jan2000 02:03 0.2 0.0 0.9 0.2 01Jan2000 02:04 0.2 0.0 0.9 0.2 01Jan2000 02:05 0.2 0.0 0.9 0.2 01Jan2000 02:06 0.2 0.0 0.9 0.2 01Jan2000 02:07 0.2 0.0 0.9 0.2 01Jan2000 02:08 0.2 0.0 0.9 0.2 01Jan2000 02:09 0.2 0.0 0.9 0.2 01Jan2000 02:10 0.2 0.0 0.9 0.2 01Jan2000 02:11 0.2 0.0 0.9 0.2 01Jan2000 02:12 0.2 0.0 0.9 0.2 01Jan2000 02:13 0.2 0.0 0.9 0.2 01Jan2000 02:14 0.2 0.0 0.9 0.2 01Jan2000 02:15 0.2 0.0 0.9 0.2 01Jan2000 02:16 0.2 0.0 0.9 0.2 01Jan2000 02:17 0.2 0.0 0.9 0.2 01Jan2000 02:18 0.2 0.0 0.9 0.2 01Jan2000 02:19 0.2 0.0 0.9 0.2 01Jan2000 02:20 0.2 0.0 0.9 0.2 01Jan2000 02:21 0.2 0.0 0.9 0.2 01Jan2000 02:22 0.2 0.0 0.9 0.2 01Jan2000 02:23 0.2 0.0 0.9 0.2 01Jan2000 02:24 0.2 0.0 0.9 0.2 01Jan2000 02:25 0.2 0.0 0.9 0.2 01Jan2000 02:26 0.2 0.0 0.9 0.2 01Jan2000 02:27 0.2 0.0 0.9 0.2 01Jan2000 02:28 0.2 0.0 0.9 0.2 01Jan2000 02 :29 0.2 0.0 0.9 0.2 Page 5 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 02:30 0.2 0.0 0.9 0.2 01Jan2000 02:31 0.2 0.0 0.9 0.2 01Jan2000 02:32 0.2 0.0 0.9 0.2 01Jan2000 02:33 0.2 0.0 0.9 0.2 01Jan2000 02:34 0.2 0.0 0.9 0.2 01Jan2000 02:35 0.2 0.0 0.9 0.2 01Jan2000 02:36 0.2 0.0 0.9 0.2 01Jan2000 02:37 0.2 0.0 0.9 0.2 01Jan2000 02:38 0.2 0.0 0.9 0.2 01Jan2000 02:39 0.2 0.0 0.9 0.2 01Jan2000 02:40 0.2 0.0 0.9 0.2 01Jan2000 02:41 0.2 0.0 0.9 0.2 01Jan2000 02:42 0.2 0.0 0.9 0.2 01Jan2000 02:43 0.2 0.0 0.9 0.2 01Jan2000 02:44 0.2 0.0 0.9 0.2 01Jan2000 02:45 0.2 0.0 0.9 0.2 01Jan2000 02:46 0.2 0.0 0.9 0.2 01Jan2000 02:47 0.2 0.0 0.9 0.2 01Jan2000 02:48 0.2 0.0 0.9 0.2 01Jan2000 02:49 0.2 0.0 0.9 0.2 01Jan2000 02:50 0.2 0.0 0.9 0.2 01Jan2000 02:51 0.2 0.0 0.9 0.2 01Jan2000 02:52 0.2 0.0 0.9 0.2 01Jan2000 02:53 0.2 0.0 0.9 0.2 01Jan2000 02:54 0.2 0.0 0.9 0.2 01Jan2000 02:55 0.2 0.0 0.9 0.2 01Jan2000 02:56 0.2 0.0 0.9 0.2 01Jan2000 02:57 0.2 0.0 0.9 0.2 01Jan2000 02:58 0.2 0.0 0.9 0.2 01Jan2000 02:59 0.2 0.0 0.9 0.2 01Jan2000 03:00 0.2 0.0 0.9 0.2 Page 6 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 03:01 0.2 0.0 0.9 0.2 01Jan2000 03:02 0.2 0.0 0.9 0.2 01Jan2000 03:03 0.2 0.0 0.9 0.2 01Jan2000 03:04 0.2 0.0 0.9 0.2 01Jan2000 03:05 0.2 0.0 0.9 0.2 01Jan2000 03:06 0.2 0.0 0.9 0.2 01Jan2000 03:07 0.2 0.0 0.9 0.2 01Jan2000 03:08 0.3 0.0 0.9 0.2 01Jan2000 03:09 0.3 0.0 0.9 0.2 01Jan2000 03:10 0.3 0.0 0.9 0.3 01Jan2000 03:11 0.3 0.0 0.9 0.3 01Jan2000 03:12 0.3 0.0 0.9 0.3 01Jan2000 03:13 0.3 0.0 0.9 0.3 01Jan2000 03:14 0.3 0.0 0.9 0.3 01Jan2000 03:15 0.3 0.0 0.9 0.3 01Jan2000 03:16 0.3 0.0 0.9 0.3 01Jan2000 03:17 0.3 0.0 0.9 0.3 01Jan2000 03:18 0.3 0.0 0.9 0.3 01Jan2000 03:19 0.3 0.0 0.9 0.3 01Jan2000 03:20 0.3 0.0 0.9 0.3 01Jan2000 03:21 0.3 0.0 0.9 0.3 01Jan2000 03:22 0.3 0.0 0.9 0.3 01Jan2000 03:23 0.3 0.0 0.9 0.3 01Jan2000 03:24 0.3 0.0 0.9 0.3 01Jan2000 03:25 0.3 0.0 0.9 0.3 01Jan2000 03:26 0.3 0.0 0.9 0.3 01Jan2000 03:27 0.3 0.0 0.9 0.3 01Jan2000 03:28 0.3 0.0 0.9 0.3 01Jan2000 03:29 0.3 0.0 0.9 0.3 01Jan2000 03:30 0.3 0.0 0.9 0.3 01Jan2000 03:31 0.3 0.0 0.9 0.3 Page 7 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 03:32 0.3 0.0 0.9 0.3 01Jan2000 03:33 0.3 0.0 0.9 0.3 01Jan2000 03:34 0.4 0.0 0.9 0.3 01Jan2000 03:35 0.4 0.0 0.9 0.3 01Jan2000 03:36 0.4 0.0 0.9 0.4 01Jan2000 03:37 0.4 0.0 0.9 0.4 01Jan2000 03:38 0.4 0.0 0.9 0.4 01Jan2000 03:39 0.4 0.0 0.9 0.4 01Jan2000 03:40 0.4 0.0 0.9 0.4 01Jan2000 03:41 0.4 0.0 0.9 0.4 01Jan2000 03:42 0.5 0.0 0.9 0.4 01Jan2000 03:43 0.5 0.0 0.9 0.4 01Jan2000 03:44 0.5 0.0 0.9 0.5 01Jan2000 03:45 0.5 0.0 0.9 0.5 01Jan2000 03:46 0.5 0.0 0.9 0.5 01Jan2000 03:47 0.5 0.0 0.9 0.5 01Jan2000 03:48 0.5 0.0 0.9 0.5 01Jan2000 03:49 0.5 0.0 0.9 0.5 01Jan2000 03:50 0.5 0.0 0.9 0.5 01Jan2000 03:51 0.5 0.0 0.9 0.5 01Jan2000 03:52 0.5 0.0 0.9 0.5 01Jan2000 03:53 0.6 0.0 0.9 0.5 01Jan2000 03:54 0.6 0.0 0.9 0.5 01Jan2000 03:55 0.6 0.0 0.9 0.6 01Jan2000 03:56 0.6 0.0 0.9 0.6 01Jan2000 03:57 0.6 0.0 0.9 0.6 01Jan2000 03:58 0.6 0.0 0.9 0.6 01Jan2000 03:59 0.6 0.0 0.9 0.6 01Jan2000 04:00 0.6 0.0 0.9 0.6 01Jan2000 04:01 0.7 0.0 0.9 0.6 01Jan2000 04:02 0.8 0.0 0.9 0.7 Page 8 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 04:03 1.0 0.0 0.9 0.8 01Jan2000 04:04 1.1 0.0 0.9 0.9 01Jan2000 04:05 1.2 0.0 0.9 1 .1 01Jan2000 04:06 1.3 0.0 0.9 1.2 01Jan2000 04:07 1.5 0.0 0.9 1.3 01Jan2000 04:08 1.6 0.0 0.9 1.5 01Jan2000 04:09 1.7 0.0 0.9 1.6 01Jan2000 04:10 1.8 0.0 1.0 1.7 01Jan2000 04:11 2.0 0.0 1.0 1.8 01Jan2000 04:12 2.1 0.0 1.0 1.9 01Jan2000 04:13 2.2 0.0 1.0 2.1 01Jan2000 04:14 2.3 0.0 1.0 2.2 01Jan2000 04:15 2.5 0.0 1.0 2.3 01Jan2000 04:16 2.3 0.0 1.0 2.4 01Jan2000 04:17 2.2 0.0 1.0 2.3 01Jan2000 04:18 2.1 0.0 1.0 2.2 01Jan2000 04:19 1.9 0.0 1.0 2.1 01Jan2000 04:20 1.8 0.0 1.0 1.9 01Jan2000 04:21 1.6 0.0 1.0 1.8 01Jan2000 04:22 1.5 0.0 1.0 1.7 01Jan2000 04:23 1.4 0.0 0.9 1.5 01Jan2000 04:24 1.2 0.0 0.9 1.4 01Jan2000 04:25 1 .1 0.0 0.9 1.3 01Jan2000 04:26 1.0 0.0 0.9 1 .1 01Jan2000 04:27 0.8 0.0 0.9 1.0 01Jan2000 04:28 0.7 0.0 0.9 0.8 01Jan2000 04:29 0.5 0.0 0.9 0.7 01Jan2000 04:30 0.4 0.0 0.9 0.6 01Jan2000 04:31 0.4 0.0 0.9 0.5 01Jan2000 04:32 0.4 0.0 0.9 0.5 01 Jan2000 04:33 0.4 0.0 0.9 0.4 Page 9 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 04:34 0.4 0.0 0.9 0.4 01Jan2000 04:35 0.4 0.0 0.9 0.4 01Jan2000 04:36 0.4 0.0 0.9 0.4 01Jan2000 04:37 0.4 0.0 0.9 0.4 01Jan2000 04:38 0.3 0.0 0.9 0.4 01Jan2000 04:39 0.3 0.0 0.9 0.4 01Jan2000 04:40 0.3 0.0 0.9 0.3 01Jan2000 04:41 0.3 0.0 0.9 0.3 01Jan2000 04:42 0.3 0.0 0.9 0.3 01Jan2000 04:43 0.3 0.0 0.9 0.3 01Jan2000 04:44 0.3 0.0 0.9 0.3 01Jan2000 04:45 0.3 0.0 0.9 0.3 01Jan2000 04:46 0.3 0.0 0.9 0.3 01Jan2000 04 :47 0.3 0.0 0.9 0.3 01Jan2000 04:48 0.3 0.0 0.9 0.3 01Jan2000 04 :49 0.3 0.0 0.9 0.3 01Jan2000 04:50 0.3 0.0 0.9 0.3 01Jan2000 04:51 0.3 0.0 0.9 0.3 01Jan2000 04:52 0.3 0.0 0.9 0.3 01Jan2000 04:53 0.2 0.0 0.9 0.3 01Jan2000 04:54 0.2 0.0 0.9 0.3 01Jan2000 04:55 0.2 0.0 0.9 0.2 01Jan2000 04:56 0.2 0.0 0.9 0.2 01Jan2000 04:57 0.2 0.0 0.9 0.2 01Jan2000 04:58 0.2 0.0 0.9 0.2 01Jan2000 04:59 0.2 0.0 0.9 0.2 01Jan2000 05:00 0.2 0.0 0.9 0.2 01Jan2000 05:01 0.2 0.0 0.9 0.2 01Jan2000 05:02 0.2 0.0 0.9 0.2 01Jan2000 05:03 0.2 0.0 0.9 0.2 01Jan2000 05:04 0.2 0.0 0.9 0.2 Page 10 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 05:05 0.2 0.0 0.9 0.2 01Jan2000 05:06 0.2 0.0 0.9 0.2 01Jan2000 05:07 0.2 0.0 0.9 0.2 01Jan2000 05:08 0.2 0.0 0.9 0.2 01Jan2000 05:09 0.2 0.0 0.9 0.2 01Jan2000 05:10 0.2 0.0 0.9 0.2 01Jan2000 05:11 0.2 0.0 0.9 0.2 01Jan2000 05:12 0.2 0.0 0.9 0.2 01Jan2000 05:13 0.2 0.0 0.9 0.2 01Jan2000 05:14 0.2 0.0 0.9 0.2 01Jan2000 05:15 0.2 0.0 0.9 0.2 01Jan2000 05:16 0.2 0.0 0.9 0.2 01Jan2000 05:1 7 0.2 0.0 0.9 0.2 01Jan2000 05:18 0.2 0.0 0.8 0.2 01Jan2000 05:19 0.2 0.0 0.8 0.2 01Jan2000 05:20 0.2 0.0 0.8 0.2 01Jan2000 05:21 0.2 0.0 0.8 0.2 01Jan2000 05:22 0.2 0.0 0.8 0.2 01Jan2000 05:23 0.1 0.0 0.8 0.2 01Jan2000 05:24 0.1 0.0 0.8 0.2 01Jan2000 05:25 0.1 0.0 0.8 0.1 01Jan2000 05:26 0.1 0.0 0.8 0.1 01Jan2000 05:27 0.1 0.0 0.8 0.1 01Jan2000 05:28 0.1 0.0 0.8 0.1 01Jan2000 05:29 0.1 0.0 0.8 0.1 01Jan2000 05:30 0.1 0.0 0.8 0.1 01Jan2000 05:31 0.1 0.0 0.8 0.1 01Jan2000 05:32 0.1 0.0 0.8 0.1 01Jan2000 05:33 0.1 0.0 0.8 0.1 01Jan2000 05:34 0.1 0.0 0.8 0.1 01Jan2000 05:35 0.1 0.0 0.8 0.1 Page 11 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 05:36 0.1 0.0 0.8 0.1 01Jan2000 05:37 0.1 0.0 0.8 0.1 01Jan2000 05:38 0.1 0.0 0.8 0.1 01Jan2000 05:39 0.1 0.0 0.8 0.1 01Jan2000 05:40 0.1 0.0 0.8 0.1 01Jan2000 05:41 0.1 0.0 0.8 0.1 01Jan2000 05:42 0.1 0.0 0.8 0.1 01Jan2000 05:43 0.1 0.0 0.8 0.1 01Jan2000 05:44 0.1 0.0 0.8 0.1 01Jan2000 05:45 0.1 0.0 0.8 0.1 01Jan2000 05:46 0.1 0.0 0.8 0.1 01Jan2000 05:47 0.1 0.0 0.8 0.1 01Jan2000 05:48 0.1 0.0 0.8 0.1 01Jan2000 05:49 0.1 0.0 0.8 0.1 01Jan2000 05:50 0.1 0.0 0.8 0.1 01Jan2000 05:51 0.1 0.0 0.8 0.1 01Jan2000 05:52 0.1 0.0 0.8 0.1 01Jan2000 05:53 0.1 0.0 0.8 0.1 01Jan2000 05:54 0.1 0.0 0.8 0.1 01Jan2000 05:55 0.1 0.0 0.8 0.1 01Jan2000 05:56 0.1 0.0 0.8 0.1 01Jan2000 05:57 0.1 0.0 0.8 0.1 01Jan2000 05:58 0.1 0.0 0.8 0.1 01Jan2000 05:59 0.1 0.0 0.8 0.1 01Jan2000 06:00 0.1 0.0 0.8 0.1 01Jan2000 06:01 0.1 0.0 0.8 0.1 01Jan2000 06:02 0.1 0.0 0.8 0.1 01Jan2000 06:03 0.1 0.0 0.8 0.1 01Jan2000 06:04 0.1 0.0 0.8 0.1 01Jan2000 06:05 0.1 0.0 0.8 0.1 Page 12 BASIN 2 HEC-HMS SUMMARY Project: BASIN283 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01Jan2000, 00:00 Basin Model: Post_Dev End of Run: 01 Jan2000, 06:05 Meteorologic Model: Met 1 Compute Time: 27Mar2018, 11 :10:59 Control Specifications: Control 1 Volume UnitslN Computed Results Peak Inflow: 6.2 (CFS) Peak Discharge: 5.8 (CFS) Inflow Volume: n/a Discharge Volumen/a Date/Time of Peak Inflow: 01Jan2000, 04:10 Date/lime of Peak Discharge01Jan2000, 04:11 Peak Storage: 0.1 (AC-FT) Peak Elevation: 1.3 (FT) 0.088 0.086 0.084 0.082 0.080 ~ I.a-- 0.078 0.076 Reservoir "BMP-1" Results for Run "0100" ) ' -/' ,\ T ,,~ I: : ' . I : i ,! ; ' i\ ~ . .. ~--------- 1.256 1.213 1.169 1.125 1.081 1.038 0.994 0.07 4 ==================:==================================:=====================================================. ...... 0 .950 7 ~ 6 5 4 3 2 t I / I I \ I \ I \ I r l \ / I , I I I I I - 0i"""''---------+-------r-------,----------r-------.--------....,..::I 00:00 0 1 :00 I Run:O100 Element:BMP-1 Result:Storage Run:O100 Element:BMP-1 Result:Combined Inflow 02:00 03:00 04:00 ---Run:O1 00 Element:BMP-1 Result:Pool Elevation 05:00 06:00 01Jan2000 Run:O100 Element:BMP-1 Result:Outflow WJll> Project: BASIN283 Simulation Run: 0100 Reservoir: BMP-1 Start of Run: 01Jan2000, 00:00 End of Run: 01 Jan2000, 06:05 Compute Time:27Mar2018, 11 :10:59 Date Time Inflow (CFS) 01Jan2000 00:00 0.0 01Jan2000 00:01 0.0 01Jan2000 00:02 0.0 01Jan2000 00:03 0.1 01Jan2000 00:04 0.1 01Jan2000 00:05 0.1 01Jan2000 00:06 0.1 01Jan2000 00:07 0.1 01Jan2000 00:08 0.2 01Jan2000 00:09 0.2 01Jan2000 00:10 0.2 01Jan2000 00:11 0.2 01Jan2000 00:12 0.2 01Jan2000 00:13 0.2 01Jan2000 00:14 0.2 01Jan2000 00:15 0.2 01Jan2000 00:16 0.2 01Jan2000 00:17 0.2 01Jan2000 00:18 0.2 01Jan2000 00:19 0.2 01Jan2000 00:20 0.2 01Jan2000 00:21 0.2 01Jan2000 00:22 0.2 01Jan2000 00:23 0.2 01Jan2000 00:24 0.2 01Jan2000 00:25 0.2 Basin Model: Post Dev Meteorologic Model: Met 1 Control Specifications :Control 1 Storage Elevation Outflow (AC-FT) (FT) (CFS) 0.1 1.0 0.0 0.1 1.0 0.0 0.1 1.0 0.0 0.1 1.0 0.0 0.1 1.0 0.0 0.1 1.0 0.0 0.1 1.0 0.1 0.1 1.0 0.1 0.1 1.0 0.1 0.1 1.0 0.1 0.1 1.0 0.1 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 0.1 1.0 0.2 Page 1 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 00:26 0.2 0.1 1.0 0.2 01Jan2000 00:27 0.2 0.1 1.0 0.2 01Jan2000 00:28 0.2 0.1 1.0 0.2 01Jan2000 00:29 0.2 0.1 1.0 0.2 01Jan2000 00:30 0.2 0.1 1.0 0.2 01Jan2000 00:31 0.2 0.1 1.0 0.2 01Jan2000 00:32 0.2 0.1 1.0 0.2 01Jan2000 00:33 0.2 0.1 1.0 0.2 01Jan2000 00:34 0.2 0.1 1.0 0.2 01Jan2000 00:35 0.2 0.1 1.0 0.2 01Jan2000 00:36 0.2 0.1 1.0 0.2 01Jan2000 00:37 0.2 0.1 1.0 0.2 01Jan2000 00:38 0.2 0.1 1.0 0.2 01Jan2000 00:39 0.2 0.1 1.0 0.2 01Jan2000 00:40 0.2 0.1 1.0 0.2 01Jan2000 00:41 0.2 0.1 1.0 0.2 01Jan2000 00:42 0.2 0.1 1.0 0.2 01Jan2000 00:43 0.2 0.1 1.0 0.2 01Jan2000 00:44 0.2 0.1 1.0 0.2 01Jan2000 00:45 0.2 0.1 1.0 0.2 01Jan2000 00:46 0.3 0.1 1.0 0.2 01Jan2000 00:47 0.3 0.1 1.0 0.2 01Jan2000 00:48 0.3 0.1 1.0 0.3 01Jan2000 00:49 0.3 0.1 1.0 0.3 01Jan2000 00:50 0.3 0.1 1.0 0.3 01Jan2000 00:51 0.3 0.1 1.0 0.3 01Jan2000 00:52 0.3 0.1 1.0 0.3 01Jan2000 00:53 0.3 0.1 1.0 0.3 01Jan2000 00:54 0.3 0.1 1.0 0.3 01Jan2000 00:55 0.3 0.1 1.0 0.3 01Jan2000 00:56 0.3 0.1 1.0 0.3 Page 2 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 00:57 0.3 0.1 1.0 0.3 01Jan2000 00:58 0.3 0.1 1.0 0.3 01Jan2000 00:59 0.3 0.1 1.0 0.3 01Jan2000 01 :00 0.3 0.1 1.0 0.3 01Jan2000 01 :01 0.3 0.1 1.0 0.3 01Jan2000 01 :02 0.3 0.1 1.0 0.3 01Jan2000 01 :03 0.3 0.1 1.0 0.3 01Jan2000 01 :04 0.3 0.1 1.0 0.3 01Jan2000 01 :05 0.3 0.1 1.0 0.3 01Jan2000 01 :06 0.3 0.1 1.0 0.3 01Jan2000 01 :07 0.3 0.1 1.0 0.3 01Jan2000 01 :08 0.3 0.1 1.0 0.3 01Jan2000 01 :09 0.3 0.1 1.0 0.3 01Jan2000 01 :10 0.3 0.1 1.0 0.3 01Jan2000 01 :11 0.3 0.1 1.0 0.3 01Jan2000 01 :12 0.3 0.1 1.0 0.3 01Jan2000 01 :13 0.3 0.1 1.0 0.3 01Jan2000 01 :14 0.3 0.1 1.0 0.3 01Jan2000 01 :15 0.3 0.1 1.0 0.3 01Jan2000 01 :16 0.3 0.1 1.0 0.3 01Jan2000 01 :17 0.3 0.1 1.0 0.3 01Jan2000 01 :18 0.3 0.1 1.0 0.3 01Jan2000 01 :19 0.3 0.1 1.0 0.3 01Jan2000 01 :20 0.3 0.1 1.0 0.3 01Jan2000 01 :21 0.3 0.1 1.0 0.3 01Jan2000 01 :22 0.3 0.1 1.0 0.3 01Jan2000 01 :23 0.3 0.1 1.0 0.3 01Jan2000 01 :24 0.3 0.1 1.0 0.3 01Jan2000 01 :25 0.3 0.1 1.0 0.3 01Jan2000 01 :26 0.3 0.1 1.0 0.3 01Jan2000 01 :27 0.3 0.1 1.0 0.3 Page 3 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 01 :28 0.3 0.1 1.0 0.3 01Jan2000 01 :29 0.3 0.1 1.0 0.3 01Jan2000 01 :30 0.3 0.1 1.0 0.3 01Jan2000 01 :31 0.3 0.1 1.0 0.3 01Jan2000 01 :32 0.3 0.1 1.0 0.3 01Jan2000 01 :33 0.3 0.1 1.0 0.3 01Jan2000 01 :34 0.3 0.1 1.0 0.3 01Jan2000 01 :35 0.3 0.1 1.0 0.3 01Jan2000 01 :36 0.3 0.1 1.0 0.3 01Jan2000 01 :37 0.3 0.1 1.0 0.3 01Jan2000 01 :38 0.3 0.1 1.0 0.3 01Jan2000 01 :39 0.3 0.1 1.0 0.3 01Jan2000 01 :40 0.3 0.1 1.0 0.3 01Jan2000 01 :41 0.3 0.1 1.0 0.3 01Jan2000 01 :42 0.3 0.1 1.0 0.3 01Jan2000 01 :43 0.3 0.1 1.0 0.3 01Jan2000 01 :44 0.3 0.1 1.0 0.3 01Jan2000 01 :45 0.3 0.1 1.0 0.3 01Jan2000 01 :46 0.3 0.1 1.0 0.3 01Jan2000 01 :47 0.3 0.1 1.0 0.3 01Jan2000 01 :48 0.3 0.1 1.0 0.3 01Jan2000 01 :49 0.3 0.1 1.0 0.3 01Jan2000 01 :50 0.3 0.1 1.0 0.3 01Jan2000 01 :51 0.3 0.1 1.0 0.3 01 Jan2000 01 :52 0.3 0.1 1.0 0.3 01Jan2000 01 :53 0.3 0.1 1.0 0.3 01Jan2000 01 :54 0.3 0.1 1.0 0.3 01Jan2000 01 :55 0.3 0.1 1.0 0.3 01Jan2000 01 :56 0.3 0.1 1.0 0.3 01Jan2000 01 :57 0.3 0.1 1.0 0.3 01Jan2000 01 :58 0.3 0.1 1.0 0.3 Page 4 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 01 :59 0.3 0.1 1.0 0.3 01Jan2000 02:00 0.3 0.1 1.0 0.3 01Jan2000 02:01 0.3 0.1 1.0 0.3 01Jan2000 02:02 0.3 0.1 1.0 0.3 01Jan2000 02:03 0.3 0.1 1.0 0.3 01Jan2000 02:04 0.3 0.1 1.0 0.3 01Jan2000 02:05 0.3 0.1 1.0 0.3 01Jan2000 02:06 0.4 0.1 1.0 0.3 01Jan2000 02:07 0.4 0.1 1.0 0.3 01Jan2000 02:08 0.4 0.1 1.0 0.4 01Jan2000 02:09 0.4 0.1 1.0 0.4 01Jan2000 02:10 0.4 0.1 1.0 0.4 01Jan2000 02:11 0.4 0.1 1.0 0.4 01Jan2000 02:12 0.4 0.1 1.0 0.4 01Jan2000 02:13 0.4 0.1 1.0 0.4 01Jan2000 02:14 0.4 0.1 1.0 0.4 01Jan2000 02:15 0.4 0.1 1.0 0.4 01Jan2000 02:16 0.4 0.1 1.0 0.4 01Jan2000 02:17 0.4 0.1 1.0 0.4 01Jan2000 02:18 0.4 0.1 1.0 0.4 01Jan2000 02:19 0.4 0.1 1.0 0.4 01Jan2000 02:20 0.4 0.1 1.0 0.4 01Jan2000 02:21 0.4 0.1 1.0 0.4 01Jan2000 02:22 0.4 0.1 1.0 0.4 01Jan2000 02:23 0.4 0.1 1.0 0.4 01Jan2000 02:24 0.4 0.1 1.0 0.4 01Jan2000 02:25 0.4 0.1 1.0 0.4 01Jan2000 02:26 0.4 0.1 1.0 0.4 01Jan2000 02:27 0.4 0.1 1.0 0.4 01Jan2000 02:28 0.4 0.1 1.0 0.4 01Jan2000 02:29 0.4 0.1 1.0 0.4 Page 5 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 02:30 0.4 0.1 1.0 0.4 01Jan2000 02:31 0.4 0.1 1.0 0.4 01Jan2000 02:32 0.4 0.1 1.0 0.4 01Jan2000 02:33 0.4 0.1 1.0 0.4 01Jan2000 02:34 0.4 0.1 1.0 0.4 01Jan2000 02:35 0.4 0.1 1.0 0.4 01Jan2000 02:36 0.4 0.1 1.0 0.4 01Jan2000 02:37 0.4 0.1 1.0 0.4 01Jan2000 02:38 0.4 0.1 1.0 0.4 01Jan2000 02:39 0.4 0.1 1.0 0.4 01Jan2000 02:40 0.4 0.1 1.0 0.4 01Jan2000 02:41 0.4 0.1 1.0 0.4 01Jan2000 02:42 0.4 0.1 1.0 0.4 01Jan2000 02:43 0.4 0.1 1.0 0.4 01Jan2000 02:44 0.4 0.1 1.0 0.4 01Jan2000 02:45 0.5 0.1 1.0 0.4 01Jan2000 02:46 0.5 0.1 1.0 0.4 01Jan2000 02:47 0.5 0.1 1.0 0.4 01Jan2000 02:48 0.5 0.1 1.0 0.5 01Jan2000 02:49 0.5 0.1 1.0 0.5 01Jan2000 02:50 0.5 0.1 1.0 0.5 01Jan2000 02:51 0.5 0.1 1.0 0.5 01Jan2000 02:52 0.5 0.1 1.0 0.5 01Jan2000 02:53 0.5 0.1 1.0 0.5 01Jan2000 02:54 0.5 0.1 1.0 0.5 01Jan2000 02:55 0.5 0.1 1.0 0.5 01Jan2000 02:56 0.5 0.1 1.0 0.5 01Jan2000 02:57 0.5 0.1 1.0 0.5 01Jan2000 02:58 0.5 0.1 1.0 0.5 01Jan2000 02:59 0.5 0.1 1.0 0.5 01Jan2000 03:00 0.5 0.1 1.0 0.5 Page 6 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 03:01 0.5 0.1 1.0 0.5 01Jan2000 03:02 0.5 0.1 1.0 0.5 01Jan2000 03:03 0.5 0.1 1.0 0.5 01Jan2000 03:04 0.5 0.1 1.0 0.5 01Jan2000 03:05 0.6 0.1 1.0 0.5 01Jan2000 03:06 0.6 0.1 1.0 0.5 01Jan2000 03:07 0.6 0.1 1.0 0.5 01Jan2000 03:08 0.6 0.1 1.0 0.6 01Jan2000 03:09 0.6 0.1 1.0 0.6 01Jan2000 03:10 0.6 0.1 1.0 0.6 01Jan2000 03:11 0.6 0.1 1 .1 0.6 01Jan2000 03:12 0.6 0.1 1 .1 0.6 01Jan2000 03:13 0.6 0.1 1.1 0.6 01Jan2000 03:14 0.6 0.1 1.1 0.6 01Jan2000 03:15 0.6 0.1 1.1 0.6 01Jan2000 03:16 0.6 0.1 1.1 0.6 01Jan2000 03:17 0.6 0.1 1.1 0.6 01Jan2000 03:18 0.6 0.1 1.1 0.6 01Jan2000 03:19 0.6 0.1 1.1 0.6 01Jan2000 03:20 0.6 0.1 1.1 0.6 01Jan2000 03:21 0.6 0.1 1 . 1 0.6 01Jan2000 03:22 0.6 0.1 1.1 0.6 01Jan2000 03:23 0.7 0.1 1 . 1 0.6 01Jan2000 03:24 0.7 0.1 1 . 1 0.6 01Jan2000 03:25 0.7 0.1 1 .1 0.6 01Jan2000 03:26 0.7 0.1 1 .1 0.7 01Jan2000 03:27 0.7 0.1 1.1 0.7 01Jan2000 03:28 0.8 0.1 1 . 1 0.7 01Jan2000 03:29 0.8 0.1 1 .1 0.7 01Jan2000 03:30 0.8 0.1 1.1 0.7 01Jan2000 03:31 0.8 0.1 1.1 0.8 Page 7 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 03:32 0.8 0.1 1 .1 0.8 01Jan2000 03:33 0.8 0.1 1.1 0.8 01Jan2000 03:34 0.8 0.1 1.1 0.8 01Jan2000 03:35 0.9 0.1 1 .1 0.8 01Jan2000 03:36 0.9 0.1 1 .1 0.8 01Jan2000 03:37 0.9 0.1 1 .1 0.8 01Jan2000 03:38 0.9 0.1 1 .1 0.8 01Jan2000 03:39 0.9 0.1 1 .1 0.9 01Jan2000 03:40 0.9 0.1 1 .1 0.9 01Jan2000 03:41 0.9 0.1 1.1 0.9 01Jan2000 03:42 1.0 0.1 1 .1 0.9 01Jan2000 03:43 1.0 0.1 1.1 0.9 01Jan2000 03:44 1 .1 0.1 1 . 1 1.0 01Jan2000 03:45 1 .1 0.1 1 .1 1.0 .01Jan2000 03:46 1 .1 0.1 1 . 1 1.0 01Jan2000 03:47 1.2 0.1 1 . 1 1 . 1 01Jan2000 03:48 1.2 0.1 1.1 1 . 1 01Jan2000 03:49 1.3 0.1 1 .1 1.1 01Jan2000 03:50 1.3 0.1 1 .1 1.2 01Jan2000 03:51 1.4 0.1 1 .1 1.3 01Jan2000 03:52 1.5 0.1 1.1 1.4 01Jan2000 03:53 1.5 0.1 1 .1 1.4 01Jan2000 03:54 1.6 0.1 1.1 1.5 01Jan2000 03:55 1.7 0.1 1.1 1.6 01Jan2000 03:56 1.8 0.1 1 .1 1.7 01Jan2000 03:57 1.9 0.1 1 .1 1.7 01Jan2000 03:58 1.9 0.1 1.1 1.8 01Jan2000 03:59 2.0 0.1 1 .1 1.9 01Jan2000 04:00 2.1 0.1 1.1 2.0 01Jan2000 04:01 2.5 0.1 1 .1 2.2 01Jan2000 04:02 2.9 0.1 1.2 2.4 Page 8 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 04:03 3.3 0.1 1.2 2.8 01Jan2000 04:04 3.7 0.1 1.2 3.2 01Jan2000 04:05 4.1 0.1 1.2 3.6 01Jan2000 04:06 4.5 0.1 1.2 4.0 01Jan2000 04:07 4.9 0.1 1.2 4.4 01Jan2000 04:08 5.4 0.1 1.3 4.8 01Jan2000 04:09 5.8 0.1 1.3 5.2 01Jan2000 04:10 6.2 0.1 1.3 5.6 01Jan2000 04:11 5.7 0.1 1.3 5.8 01Jan2000 04:12 5.1 0.1 1.3 5.6 01Jan2000 04:13 4.6 0.1 1.3 5.2 01Jan2000 04:14 4.1 0.1 1.3 4.7 01Jan2000 04:15 3.6 0.1 1.2 4.3 01Jan2000 04:16 3.1 0.1 1.2 3.8 01Jan2000 04:17 2.6 0.1 1.2 3.2 01Jan2000 04:18 2.0 0.1 1.2 2.7 01Jan2000 04:19 1.5 0.1 1.2 2.2 01Jan2000 04:20 1.0 0.1 1 .1 1.7 01Jan2000 04:21 1.0 0.1 1 . 1 1.3 01Jan2000 04:22 0.9 0.1 1 . 1 1 .1 01Jan2000 04:23 0.9 0.1 1 . 1 1 .1 01Jan2000 04:24 0.9 0.1 1 .1 1.0 01Jan2000 04:25 0.8 0.1 1 .1 1.0 01Jan2000 04:26 0.8 0.1 1 .1 0.9 01Jan2000 04:27 0.8 0.1 1 . 1 0.9 01Jan2000 04:28 0.8 0.1 1 .1 0.9 01Jan2000 04:29 0.7 0.1 1.1 0.8 01Jan2000 04:30 0.7 0.1 1 .1 0.8 01Jan2000 04:31 0.7 0.1 1.1 0.8 01Jan2000 04:32 0.7 0.1 1.1 0.7 01Jan2000 04 :33 0.6 0.1 1 .1 0.7 Page 9 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 04:34 0.6 0.1 1 . 1 0.7 01Jan2000 04:35 0.6 0.1 1 . 1 0.7 01Jan2000 04:36 0.6 0.1 1 .1 0.6 01Jan2000 04:37 0.6 0.1 1.1 0.6 01Jan2000 04:38 0.5 0.1 1 .1 0.6 01Jan2000 04:39 0.5 0.1 1 .1 0.6 01Jan2000 04:40 0.5 0.1 1.0 0.6 01Jan2000 04:41 0.5 0.1 1.0 0.5 01Jan2000 04:42 0.5 0.1 1.0 0.5 01Jan2000 04:43 0.5 0.1 1.0 0.5 01Jan2000 04:44 0.5 0.1 1.0 0.5 01Jan2000 04:45 0.5 0.1 1.0 0.5 01Jan2000 04:46 0.4 0.1 1.0 0.5 01Jan2000 04:47 0.4 0.1 1.0 0.5 01Jan2000 04:48 0.4 0.1 1.0 0.5 01Jan2000 04:49 0.4 0.1 1.0 0.4 01Jan2000 04:50 0.4 0.1 1.0 0.4 01Jan2000 04:51 0.4 0.1 1.0 0.4 01Jan2000 04:52 0.4 0.1 1.0 0.4 01Jan2000 04:53 0.4 0.1 1.0 0.4 01Jan2000 04:54 0.4 0.1 1.0 0.4 01Jan2000 04:55 0.4 0.1 1.0 0.4 01Jan2000 04:56 0.4 0.1 1.0 0.4 01Jan2000 04:57 0.4 0.1 1.0 0.4 01Jan2000 04:58 0.4 0.1 1.0 0.4 01Jan2000 04:59 0.4 0.1 1.0 0.4 01Jan2000 05:00 0.4 0.1 1.0 0.4 01Jan2000 05:01 0.4 0.1 1.0 0.4 01Jan2000 05:02 0.4 0.1 1.0 0.4 01Jan2000 05:03 0.4 0.1 1.0 0.4 01Jan2000 05:04 0.4 0.1 1.0 0.4 Page 10 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 05:05 0.3 0.1 1.0 0.4 01Jan2000 05:06 0.3 0.1 1.0 0.4 01Jan2000 05:07 0.3 0.1 1.0 0.4 01Jan2000 05:08 0.3 0.1 1.0 0.3 01Jan2000 05:09 0.3 0.1 1.0 0.3 01Jan2000 05:10 0.3 0.1 1.0 0.3 01Jan2000 05:11 0.3 0.1 1.0 0.3 01Jan2000 05:12 0.3 0.1 1.0 0.3 01Jan2000 05:13 0.3 0.1 1.0 0.3 01Jan2000 05:14 0.3 0.1 1.0 0.3 01Jan2000 05:15 0.3 0.1 1.0 0.3 01Jan2000 05:16 0.3 0.1 1.0 0.3 01Jan2000 05:17 0.3 0.1 1.0 0.3 01Jan2000 05:18 0.3 0.1 1.0 0.3 01Jan2000 05:19 0.3 0.1 1.0 0.3 01Jan2000 05:20 0.3 0.1 1.0 0.3 01Jan2000 05:21 0.3 0.1 1.0 0.3 01Jan2000 05:22 0.3 0.1 1.0 0.3 01Jan2000 05:23 0.3 0.1 1.0 0.3 01Jan2000 05:24 0.3 0.1 1.0 0.3 01Jan2000 05:25 0.3 0.1 1.0 0.3 01Jan2000 05:26 0.3 0.1 1.0 0.3 01Jan2000 05:27 0.3 0.1 1.0 0.3 01Jan2000 05:28 0.3 0.1 1.0 0.3 01Jan2000 05:29 0.3 0.1 1.0 0.3 01Jan2000 05:30 0.3 0.1 1.0 0.3 01Jan2000 05:31 0.3 0.1 1.0 0.3 01Jan2000 05:32 0.3 0.1 1.0 0.3 01Jan2000 05:33 0.3 0.1 1.0 0.3 01Jan2000 05:34 0.3 0.1 1.0 0.3 01Jan2000 05:35 0.3 0.1 1.0 0.3 Page 11 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2000 05:36 0.3 0.1 1.0 0.3 01Jan2000 05:37 0.3 0.1 1.0 0.3 01Jan2000 05:38 0.3 0.1 1.0 0.3 01Jan2000 05:39 0.3 0.1 1.0 0.3 01Jan2000 05:40 0.3 0.1 1.0 0.3 01Jan2000 05:41 0.3 0.1 1.0 0.3 01Jan2000 05:42 0.3 0.1 1.0 0.3 01Jan2000 05:43 0.3 0.1 1.0 0.3 01Jan2000 05:44 0.3 0.1 1.0 0.3 01Jan2000 05:45 0.3 0.1 1.0 0.3 01Jan2000 05:46 0.3 0.1 1.0 0.3 01Jan2000 05:47 0.3 0.1 1.0 0.3 01Jan2000 05:48 0.3 0.1 1.0 0.3 01Jan2000 05:49 0.3 0.1 1.0 0.3 01Jan2000 05:50 0.3 0.1 1.0 0.3 01Jan2000 05:51 0.3 0.1 1.0 0.3 01Jan2000 05:52 0.3 0.1 1.0 0.3 01Jan2000 05:53 0.3 0.1 1.0 0.3 01Jan2000 05:54 0.3 0.1 1.0 0.3 01Jan2000 05:55 0.2 0.1 1.0 0.3 01Jan2000 05:56 0.2 0.1 1.0 0.3 01Jan2000 05:57 0.2 0.1 1.0 0.3 01Jan2000 05:58 0.2 0.1 1.0 0.2 01Jan2000 05:59 0.2 0.1 1.0 0.2 01Jan2000 06:00 0.2 0.1 1.0 0.2 01Jan2000 06:01 0.2 0.1 1.0 0.2 01Jan2000 06:02 0.2 0.1 1.0 0.2 01Jan2000 06:03 0.1 0.1 1.0 0.2 01Jan2000 06:04 0.1 0.1 1.0 0.2 01Jan2000 06:05 0.1 0.1 1.0 0.2 Page 12 Inlet Calculations Node 130 Use Equation 2-2 from San Diego County Drainage Design Manual Q/L, = 0.7 (a+y)312 Q = 3.4 cfs Street Grade= 4% a (DEPRESSION) =0.33ft y=0.30ft, See following pages for calculations 3.4/L1 = 0. 7 (0.33+0.30)312 Solve for Lt Lt=9.7ft. use 10ft opening Node 210 Use Equation 2-2 from San Diego County Drainage Design Manual 0/Lt = 0.7 (a+y)312 Q= 2.4 cfs Street Grade= 4% a !DEPRESSION) =0.33ft y=0.26ft, See following pages for calculations 2.4/L1 = 0.7 (0.33+0.26)312 Solve for Lt Lt=7.6ft. use 10ft opening Node 170 Per City of Carlsbad Engineering Standards, Chapter 5, Curb inlets at sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to top of curb. Verify, using Equation 2-8 from San Diego County Drainage Design Manual Q= CwLwd312 Q = 3.6 cfs d=0.83 Cw=3.0 3.6=3.0xLwx(0.83312 Solve for Lw Lw=l.6ft. use 4ft opening. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~iA, Inc. land planning, civil engineering, surveying Figure 2-3 20 15 10 9 8 7 6 5 -~ 0 4 -Q) a. .2 3 en ..... 2.5 a, Q) ... 2 ..... en 1.5 1 -t--P--.:::::------;-~,__--; __ ~..::....;::--..:+---+---+--+-"'~,__ ___ 'ff--c~~-,..:::,....c::--1 0.9 0.8 0.7 -#-----1'----' ~~--r---:--:--t--...._ 1-----1- 0.6 0.5 0.4 1 2 3 4 5 6 7 8 910 Discharge (tt3/s) Figure 2-3 8-inch Gutter and Roadway Discharge-Velocity Chart San Diego County Drainage Design Manual (July 2005) Page 2-13 20 30 40 50 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study IV. REFERENCES bHA, Inc. land planning, civil engineering, surveying ----------J I _ 0 ~-< -, 00 Ql Ql e,.., a. 5· c.n Ql Ql OJ ., <O C: Ql Cl> Cl> 3 (/) :::, -· -ru '< a< ., '< u;· Ql t-, G' J~ ~ 5i 3 ~ (/) Ql C: '< ro ::::) Q. D ro ::::) 2. ::::) CD 0 5: (t) ::::) CD s (t) ~ ::::) CD (/) CT a. <. u;· 5· _:::J C r::;r < :r-(t) J;, '-$_ ..... ::::) CD S 0 u 5 ~ D i,~ i i~ I JM fu M u M 0.11 I I I I I I I i i i i I iii 11 I I I Ill 11 5 6 7 8 9 10 15 :io JO Minutes ~ I 0 ~ u u ~ 1.5 ,~ 40 50 5 ii Duratlon Hours lntenslty-Duralfon Design Chart• Template Directions for AppllcaUon: (1) From precipitation maps detennine 6 hr and 24 hr amounts for the seleded frequency. These maps are induded in the County Hydrology Manual (10, 50, and 100 yr maps induded in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range or 45% to 65% or the 24 hr precipitation (not applicapie lo Desert). (3) Pio! 6 hr preciplla!ion on the right side or the chart. (4) Draw a line through the point parallel lo the plotted lines. (5) This line is the lnlenslty-duralion curve for the location being analyzed. Appllcallon Form: (a) Selected frequency loo year (b) Ps = bt_ In .. P24 = ,i z._ .;s = --%(2) 24 (c) Adjusted P6Rl = __ In. (d) 'x = __ min. (e) I = __ in.lhr. Note: This chart replaces the intensity-Duration-Frequency curves used since 1965. PII 1 1.5 2 2-S Cura I , 5 2.63 71-':'2."c12=+-"=-=F.cim· to UIS fs 1.30 1.95 2.59 3.2, 3.89 ,.s, s. g s.a, a.•9 Tf3fDa ~ -kJl!. 1.62 2.15 2.Gll 3.23 3.n ,.31 ,.as 5.39 s.93°i6.C6 25 0.93 1.,0 1.87 2.33 2.80 3.27 3.73 •.20 •.67 5.13 ,5.60 30 0.83 mJM:~ 2.•9 2.90 3.32 3.73 ,.15 ~-oi ,0 0.69 1.03 1.Ja 1.72 2.07 2.'I 2.76 3.10 3 .• 5 3.79 •.13 so'OM o.90 1.1u ug 1.1912.09 2.391-Z~ ~ na :nf 80 053 0.80~ 1.33 U 9 ~112g 2.39 265 292 318 90 0.'1 0 61 0 82 1.02 1.23 1.,13 1.63 1.8' 2 0, 2 25 2 45 120 0.3' 0.51 0.68 085 1.02 1.19 1.38 1.53 1.70 1.87 2.0, 1sol"'fi9 a:« o.sg o.73 o.aa 1.03 1.1a 1.32 ~ ,..1~t , ... v e 110 0.28 0.39 0.52 0.85 0.78 0.91 l.(),t 1.18 1.31 I.•• 1.57 2,0 0.22 0.33 0.'3 0.S, 0.65 0. 76 0.87 1 ~ ~,...!J! ,...!_d() 300 o.1u 0.21 o.38 0.,1 0.56 o.68 0.15·1 o.85 o.s, 1.03 1.13 360 0.17 0.25 0.331 o.•2 0.5010.58 0.97 I 0.75 o.a, 0.92 J 1.00 ~, ~ ~-Q) clj ·-;:::s a§ ~~ • U'.l @ ~.9 0~ §&' u . , ~ I . .... [I:' ----~---' Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study .!:l -~ .:: §- -!2 :::: .g_ .!; I:, Q:; I: ; = ,., ' i C 1 ~ ' "' i ;a ! ~ . >-0 2 = •-:._~ : I ~ i . .:.L.. c,')'; 11 ~i 1.1 I 0 } 111 J. I v~~;~ •l Ii l Iii II 11 (J)~ Ull Ii 11 111! 11! 1l ~~1I ifll 111 11 _; c..(.!:l!l , .. f ,11 ,I i Cl!tli •+=~ .LL. .. ~.:. •-1 ~J bl-IA, Inc. land planning, civil engineering, surveying o_ 0.0~ -~ :::i ~ ~§ ] @~ • Cl)~ §- ~ 4-< 0 :::: o_ ~ c_§ ,5 1:1 §£ u I· I I I . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study ct:: I , .. I': r:.... - -·· . .I C ,. 0 = ;11 I .; ~ "' i = ~ C • a: ~ :I > 0 ~ tr.):. 11, I ~! ~j 111 J, I ¢t =y •~ fl l lcti 11; ll 11 r.J); nu Ii 11 nit 11! 1! tc;li i!llif lJl • 0¥1! ·+=~ -l I J ~!--- '! bHA, Inc. land planning, civil engineering, surveying r 0 _.. -< --, ex, ru ru w a. s· (.J1 ru ru OJ " <O C ll> ('1) ('1) 3 (/) ::, -· C ru '< a.<" -< iii. ru :;-- ~ _J w3 ~ (/) ll> C -< rr O> ::::i 0.. u O> ::::i ::::i 5" c.o () ~ CD ::::i c.o s· CD CD ::::!. ::::i c.o a. ::c· iii. 5 · ::, ~ 0-< :r- ~-}> c6 3 () ..... w w IL z -w u z <( ..... en i5 w (/) 0:: :::, 0 u 0:: w ~ ~ 1001 j.5 I H/1/// I M / I /I :A= !Jo en w ..... :::, z 0 20 ~ ~ w ~ i== ~ 0 -' IL 0 z s 0:: w > 0 --0 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3 % Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T = 1.8 (1 .1-C) \lo 3\/s SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 3.3 EQUATION 6E Feet Tc " (1 t~')°.385 5000 Tc c Tlme of concentration (hours) L • Watorcourae Distance (mll1111 6E " Change In elev•tlon along effective slope line (See Figure 3-5)(1NII 3000 Tc 2000 400 300 200 100 30 20 10 l Mllee Fett 3000 ' 2000 1900 1900 1.-00 1200 1000 !IOO BOO 700 600 500 - 300 :zoo L ' ' ' Hour Minutes 4 3 2 ' ' ' Tc 30 20 11 11 1◄ 12 10 t • 7 ' SOURCE, C..lilornia OMalon or Highways (1941) and Kirpich (1!MO) Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study FIGURE Nomograph tor Determination of Time of Concentrotlon (Tc) or Travel Time (Tl) tor Natural watersheds ~ bl-iA, Inc. land planning, civil engineering, surveying ---Watershed Divide --------------.... ~ /--"'\_ "\ \. ~ ,.--.. '---... ~··· ~ \ --~ ?-'••----.-. ~ ./ '-----/ ---1-----------------L------=====----------l -- Watershed Divide Effecllve Slope Line J----------------L--------------....1 Area "A"= Area "B" SOURCE: California Division of Highways (1941) and Kirplch (1940) Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study FIGURE Computation of Effective Slope for Natural Watersheds ~ bliA, Inc. land planning, civil engineering, surveying I Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study HYDRO UNIT NAME CARLSBAD HYDRO AREA NAME Buena Vista creek HYDRO SUBAREA El Saito NAME HYDRO BASIN 904.21 NUMBER HYDRO SOIL GROUP B RAIN GAUGE BASIN Oceanside Basin bl-iA, Inc. land planning, civil engineering, surveying L San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Ini tial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency·· when submined with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T1) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM T; LM T, LM T; LM T, LM T; LM T; Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LOR I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LOR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MOR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HOR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 3-12 bJiA, Inc. land planning, civil engineering, surveying 70