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HomeMy WebLinkAboutCT 15-11; YADA FAMILY FARM SUBDIVISION; PRELIMINARY DRAINAGE STUDY; 2016-04-04.. ... .. .. .. • • .. • .. .. -.. -.. ... .. -.. .. -.. .. -.. .. .. .. ----• -- PRELIMINARY DRAINAGE STUDY YADA FAMILY FARM SUBDIVISION 1835 BUENA VISTA WAY CITY OF CARLSBAD RECE\VE.D ~PR 0 6 ?.0\\\ CARLSBAD c\1Y Or~,G Q\\f\S\ON pLANNh~ Prepared for: Jim Yada c/o Yada Family Trust 31 Rolling Green Irvine, CA 92620 Prepared by: bi-IA, Inc land plann1ng, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 April4, 2016 W.O. 993-1289-400 -.. .. ... .. ... -.. .. .. --- - • • ... ... • .. -----.. • .. .. ----... I. DISCUSSION II. EXHIBITS III. CALCULATIONS IV. REFERENCES Yada 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 ............... 16 2. 100 Year Storm with Detention .................... 30 C. Hydraulic Calculations Detention Basin Outlet Detail.. ............................ 43 Detention Basin Outlet Capacity Calculations .... .45 Storage Basin Routing Model Calculations ......... 51 ....................................................................... 57 bliA, Inc. land planning, civil engineering, surveying .. .. • .. • .. - ----- -.. • ... • .. -------.. .. .. • .. • ... --.. -----·-----~ Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study I. DISCUSSION bhA, Inc. land planning, civil engineering, surveying r--~---! -~ [ __ -.. .. .. .. ----- , .. ... -... .. • -• .. • ------.. .. .. ----- --------~--- VICINITY MAP: ~­~ BUENA 'liST/,[' NAY ----------------- C) ;n Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study L_."'./ . bkA, Inc. land planning, civil engineering, surveying 4 ----1 • - ... ---.. .. .. .. -.. .. --.. -.. .. -... -- -------- 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 a 3.48-acres on a 4.57 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 (0100), and make recommendations to intercept, contain and convey the 0100 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 4.57 acre property in the past has been used for agriculture purposes, with an existing residential house in the northeast corner of the site, 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 Type-B from ArcGIS Web BMP Sizing Calculator Website (see References). 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 3.79 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 modified into a curb inlet. Drainage patterns reflected on the Proposed Hydrology Map will slightly increase the acreage draining to the modified curb inlet on the east side of Valley Street in the western corner of the project site. 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, Y ada Place. Y ada Place will intersect Valley Street, and run easterly through the center of the project. Y ada Place will be graded so Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying r .• .. .. - -.. -... -.. .. .. .. .. .. • .. .. .. .. .. ---.. .. .. ... .. .. -.. --.. 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 curb inlets will connect to proposed 12" -dia PVC 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" -dia PVC 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. Discharge from Basin 2 will be routed via 12" -dia PVC storm drain pipe, which will connect to the modified curb inlet on the east side of Valley Street. The modified curb inlet will outlet at the existing 27"-dia RCP storm drain underneath Valley Street. Discharge from Basin 1 will be routed via 12" -dia PVC 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 will also outlet at the existing 27" -dia 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 modified curb inlet on the east side of Valley Street in the western corner of the project site . Storm water flow on Yada Place that falls west of the curb inlets will surface flow to Valley Street and flow via curb and gutter to the modified 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 bliA, Inc. land planning, civil engineering, surveying 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 Pdor 100 year storm = 2.6 inches Soil group "B" 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 values are taken from Table 3-1 of the 2003 San Diego County Hydrology Manual and a weighted runoff Coefficient has been calculated for each drainage area containing multiple surface types. For impervious surfaces C=0.87, and for pervious/ landscaping surfaces C=0.25. See Table 1 for weighted runoff coefficient "C" value calculations . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying J 7 l -.. .. • - .. • ... .. ... .. ... .. • • -- • ---.. .. -.. .. .. .. -- TABLE !-Weighted Runoff Coefficient "C" Value Calculations for Existing and Proposed Condition Hydrology Existing Hydrology-Buena Vista Up Node Down Node Total Acreage CPERV At (acres) CIMP A2 (acres) %IMP Ccomp 10 30 3.92 0.25 3.80 0 0.12 2.9% 0.27 Proposed Hydrology-Buena Vista Up Node Down Node Total Acreage C1 Al (acres) C2 A2 (acres) %IMP Ccomp Description 5 7 0.30 0.25 0.18 0.87 0.12 38.5% 0.50 lot 14 (Ex) 20 10 0.22 0.25 0.13 0.87 0.09 39.9% 0.51 Lot 13 40 30 0.22 0.25 0.13 0.87 0.09 39.9% 0.51 Lot 12 60 50 0.22 0.25 0.13 0.87 0.09 39.9% 0.51 Lot 11 80 70 0.20 0.25 0.11 0.87 0.09 43.6% 0.53 Lot10 120 130 0.86 0.25 0.31 0.87 0.55 63.9% 0.67 Street 200 210 0.84 0.25 0.29 0.87 0.55 65.9% 0.68 Street 165 170 0.14 0.25 0.03 0.87 0.11 81.3% 0.78 Street Note: C-values taken from Table 3-1 of San D1ego County Hydrology Manual, consistent with on-site existing soil types. See References . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying -------.. r .. .. .. --• .. .. .. .. ... .. -.. "" -.. - • -.. ------ Detention Basin Sizing: The biofiltration basins have been design for storm water treatment and detention. The project is Exempt from hydromodificaiton (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 minimum BMP footprint of 3 percent from County of San Diego 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 1b of the SWQMP). The LID IMP biofiltration basins are responsible for handling pollutant control requirements for each DMA. The biofiltration basins have been designed with a uniform surface depth of 5 feet. The IMPs 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 10-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 soil. 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 1.5-feet above the bottom of the basin, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in Biofiltration Basin Detail on page 82) . Table 2 below summarizes the pre and post-condition drainage area and cumulative 100-year peak flow rates . TABLE 2-Summary of Existing and Proposed Storm Drain Flows 100 Year· Existing Condition Proposed Undetained Condition Proposed Detained Condition Node Acres Q (cfs) Tc (min) Node Acres Q (cfs) Tc (min) Acres Q (cfs) Tc (min) 30 3.9 4.3 11.3 170 3.9 7.1 16.4 3.9 3.4 288.2 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. Overall detained runoff discharge rate is equal to that of the undeveloped existing conditions . Since the cumulative OlOOdev (3.5cfs) is not greater than the cumulative QlOOex (4.3cfs), the project 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 bhA, Inc. land planning, civil engineering, surveying ' l_ _______ _ .. • .. • .. - -.. • • .. • ... .. ... ---.. .. .. ... ---- CONCLUSION: The development of Y ada Family Farm Subdivision Project will not increase the cumulative runoff during the 100-year storm event. The biofiltration basins as proposed have been sized with a 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 QlOO 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 bliA, Inc. land planning, civil engineering, surveying I () I -.. "' .. -- • ---.. .• .. .. • .. • -.. .. • .. .. .. .. -.. .. - .. -• ---- 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 . Bruce Rice R.C.E. 60676 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study Date > bhA, Inc. land planning, civil engineering, surveying ! II ... .. .. .. .. .. .. - .. -.. - --.. -- -.. .. --Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study II. EXHIBITS EXISTING HYDROLOGY MAP & PROPOSED HYDROLOGY MAP bl·iA, Inc. land planning, civil engineering, surveying K:\Civii3D\1289\PROD\Hyd\993-1289-EXHYDRO.dwg, 1/15/201610:40:35 AM ! / __ ; I ! ! " / I' ~-/6/ s I _-., / ! , r ; :: j, Rj!W ! ! ' ! ' ' ·! ' ' ' ! ! ! ' ! ! ! ! ' ' I I / ! ' / ' ' l! ! ! ; I! I / - / /' / I ":_j j ___ }/ i --'/ I ! ! I ! ! ! ' ! ' I / I I I J I ' / I I i/; ! ' I I I ' "', "~ ~~ /> __ /_.d' _ _:i::J; / t(/ / : ' ' : : . f. @,1-' I .· I li I I ~ I v / I j --?-- I J (~=-~-~-0;J~~~~1•·i===~~===z~ ! ,: ; ~~·~ ~~~ " ' ' ! i i ' ' I . I . ___ _j ,--------- (~-~~+S(S;.J-) = c 30' 15' PROJECT CHARACTERISTICS SOIL TYPE 8 PROJECT AREA 4.57 ACRES APN 156-220-01 SUMMARY OF RESULTS AREA (ACRES) 0100 (CFS) NODE 30 3.9 4.3 LEGEND: SURFACE NOD£ SURFACE FLOW, 100 YEAR BASIN AREA @) BASIN UMIT SUB-BASIN LIMIT ••••• FLOWPATH EXISTING HYDROLOGY MAP YADA FAMILY FARM SUBDIVISION 0' 30' ~~ 60' SCALE: 1" = 30' 120' bJ.iA,Inc. land planning, cMI englneenng, surveying 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 -~-----· PROJECT CHARACTERISTICS SOIL TYPE PROJECT AREA APN LEGEND: LOT NUMBER SURFACE NODE SURFACE FLOW. 100 YEAR BASIN AREA BASIN LIMIT B 4.57 ACRES 156-220-01 1 SUB-BASIN LIMIT • • • • • FLOWPATH K:\Civil 30\1289\PROD\Hyd\993-1289-PROPHYDRO rev 2.dwg, 4/6/2016 9:17:09 AM F'-• . "'"~·' " ¥ ·' :;· ~·c-­ / / k '. '•' l. :~-~ ~-:;- ' ·: ,, I: .. ~/ ., . : ' ' 9 164.6 P.E. -'lf) . 167.8 P.E' i ' aQ'j ~ icF..:..~F--BASIN 2 156.7 BOTI c@), ' ~ ~ ----·--------~ ----- --~-., 8 166 P.E. 1 166 P.E. YADA PLACE (PUBLIC) ' . ' ' /~ .. ---~ ---~--------"~-~-----~ -----=-~-==--=·.:. :::--------- . . ' . :fj i ,I i ', ' 172.7 P.E. . -~ ... ··--. 2 174.2 P.E. 11 172.7 P.E. ' ~ ~ GO"\ ~ .i ? y~~ -.,~_oc.C-.-_'M· "<<::_:~-(" / J 'J c- '· 12 ' 177.2 P.E.:' ~ ... ~ 6 181.1 P.E. -- 3 181.7 P.E. -----------·--------------------------------------------- 5 183.4f.E. \_,"' 4 184.4 P.E. / t +--~- ~r v 7 '-·~ ' "-' ~;-; ,;' : ..._:x.)', ·. )-o/ ' ~-,<o-;\" --~/. ./ ' ~·---.. --, i -·--· I .. il II '! ' IMP I 2 SUMMARY OF DEVELOPED CONDITION PEAK FLOWS AREA {ACRES) UNDETAINED 0100 DETAINED 0100 NODE 170 3.9 WEIGHTED RUNOFF DOWN TOTAL UP NODE NODE ACREAGE s· 7 0.30 20 10 0.22 40 30 0.22 60 50 0.22 80 70 0.20 120 130 0.86 200 210 0.84 165 170 0.14 LOWER OUTLET ORIFICE SEE RISER DIMENSIONS FOR IMPS TABLE, THIS SHEET Cl 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 {CFS) {CFS) 7.1 3.4 COEFFICIENT "c" VALUES: AI A2 {ACRES) C2 {ACRES) %IMP CCOMP 0.18 0.87 0.13 0.87 0.13 0.81 0.13 0.87 0.11 0.87 0.31 0.87 0.29 0.87 0.03 0.87 36"X36" BROOKS PCC CATCH BASIN W/ GRATED INLET 0.12 38.50 0.50 0.09 39.90 0.51 0.09 39.90 0.51 0.09 39.90 0.51 0.09 43.60 0.53 0.55 63.90 0.67 0.55 65.90 0.68 0.11 81.30 0.18 DEEP ROO TED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL I IMPERMEABLE LINER 1~1:,_ 5.0' r\_L_--,1 ALONG VERTICAL , 'E;illi= 1.5' 2-3" MULCH WAUS AND BOTTOM 18" ENGINEERED SOIL MIX* OF BASIN PVC OUTLET 3" OF PEA GRAVEL ~p=~~~'\~======~~~~~~~~~~I -ou=LOW j10" DEPTH OF 3/4" CRUSHED " ' -ROCK FOR V2 STORAGE 6" PERFORATED PVC PIPE CONFORMING TO ASTM D 3034 OR EQUIVALENT *ENGINEERED SOIL MIX SHALL PRO VIDE A MINIMUM SUSTAINED INF!L TRA TION RATE OF 5"/HR. MIX SHAU BE SANDY LOAM TOP SOIL CONSISTING OF 50% SAND, 30% PLANTING SOIL, 20% SHREDDED HARDWOOD MULCH. PLACE PIPE WITH PERFORATIONS 3" ABOVE THE INVERT (BOTTOM OF GRAVEL LEA YER) RESTRICTOR PLATE TO LIMIT FLOW FROM V2 STORAGE AREA, LID ORIFICE, {SEE IMP DIMENSIONS THIS SHEET) 15' BIOFILTRATION BASIN TYP OUTLET DETAIL GRAVEL AREA {SOFT) 1,125 1,645 FROM HYDROLOGY REPORT NOT TO SCALE IMP DIMENSIONS GRAVEL DEPTH AMENDED SOIL {IN) DEPTH {IN) 10 18 10 18 UNDERDRAIN SURFACE DEPTH ORIFICE D {IN) {RISER, TOP) {FT) 3 1.50, 5.00 4 1.50, 5.00 PROPOSED HYDROLOGY MAP Y ADA FAMILY FARM SUBDIVISION 30' 60' 120' ~1111111111~1 1~1111111111~1 SCALE: 1'' = 30' b~A,Inc. land planning, cMI englnee~ng, SUIVeylng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD. CA. 92008-4387 (760) 931-8700 -----~-~----- .. .. .. .. .. .. -.. ... • .. ... ... .. ... ... .. .. .. .. -... .. - ... .. • .. -- III. CALCULATIONS A. EXISTING CONDITION HYDROLOGY Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying ' -_j 13 I I_._ -.. .. • .. • • • .. • .. • .. .. -• --.. • • • .. -.. • -- --• -.. - 1. 100 YEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR EXISTING HYDROLOGY * YADA TENTATIVE MAP * ************************************************************************** FILE NAME: 1289E100.DAT TIME/DATE OF STUDY: 15:44 04/20/2015 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 MODEL* * * HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT ~ .2700 * Yada Family Farm Subdivision, 1835 Buena Vis1a Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 14 l __ .. .. .. --.. ... .. .. --• • ... • - .. • ... -... -... .. -.. --.. - - .. S.C.S. CURVE NUMBER (AMC II) ~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET) ~ 100.00 UPSTREAM ELEVATION(FEET) ~ 194.00 DOWNSTREAM ELEVATION(FEET) ~ 187.00 ELEVATION DIFFERENCE(FEET) ~ 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0.19 7. 811 5.138 TOTAL AREA (ACRES) ~ 0. 14 TOTAL RUNOFF(CFS) 0.19 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 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~ 10.000 MANNING'S FACTOR ~ 0.035 MAXIMUM DEPTH(FEET) ~ 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 4.041 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2700 S.C.S. CURVE NUMBER (AMC II) ~ 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 2.61 AVERAGE FLOW DEPTH(FEET) 0.29 TRAVEL TIME(MIN.) 3.52 Tc(MIN.) ~ 11.33 162.00 0.0471 SUBAREA AREA(ACRES) 3. 78 SUBAREA RUNOFF(CFS) 4.12 AREA-AVERAGE RUNOFF COEFFICIENT 0.270 TOTAL AREA(ACRES) ~ 3.9 PEAK FLOW RATE(CFS) 4.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) ~ 0.38 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 10.00 TO NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3.9 TC(MIN.) ~ 4.28 END OF RATIONAL METHOD ANALYSIS 3.01 30.00 ~ 11.33 652.00 FEET . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 15 - • • .. • .. .. .. --.. • .. .. .. .. .. -... • --.. .. .. .. -.. .. - B. PROPOSED CONDITION HYDROLOGY Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying - .. -----.. • -• .. --.. • .. - -·--... -.. -.. ---.. • .. ... 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 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDROLOGY W/0 DETENTION ************************** * * * YADA TENTATIVE MAP * ************************************************************************** FILE NAME: 1289100P.DAT TIME/DATE OF STUDY: 14:09 03/31/2016 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 MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY {FT) {FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth: 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint: 6.0 {FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 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 bhA, Inc. land planning, civil engineering, surveying -.. -.. .. .. • -• --... -----.. .. --- -.. -.. --... .. ... .. .. .. USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 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) 4.416 6.850 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = IS BASED ON Tc = 5-MINUTE. 0.27 0.08 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET} = 122.00 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) = 5.238 *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.64 AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.) 3.17 Tc(MIN.) = 7.58 180.60 0. 0115 SUBAREA AREA(ACRES) 0.22 SUBAREA RUNOFF(CFS) 0.58 AREA-AVERAGE RUNOFF COEFFICIENT 0.500 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) 0. 79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 5.00 TO NODE 0.70 7.00 = 192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 177.60 DOWNSTREAM(FEET) 168.80 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 16.15 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.60 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 10.00 212.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying .r--18 ·1 -.. -.. .. -.. ... .. .. .. ... .. .. .. -.. -.. .. -- '~ - -.. ---.. ---- ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.228 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC III = 0 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = TC(MIN.) = 7.60 COEFFICIENT 0.22 0.5 = 0.5042 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 0.59 1. 37 **************************************************************************** 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) = 168.80 DOWNSTREAM(FEET) 163.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.84 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.37 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.72 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 282.00 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) = 5.176 *USER SPECIFIED{SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5059 SUBAREA AREA{ACRES) 0.22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = TC(MIN.) = 7.72 0.58 1. 94 **************************************************************************** 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) = 163.30 DOWNSTREAM{FEET) 159.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.72 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.94 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 50.00 352.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 60.00 TO NODE 50.00 IS CODE= 81 bliA, Inc, land planning, civil engineering, surveying ... - -... - • .. • .. .. --.. .. --- --.. ... .. --.. • --- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 5.125 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) ~ TC(MIN.) ~ 7.84 COEFFICIENT~ 0.5069 0.22 SUBAREA RUNOFF(CFS) 1.0 TOTAL RUNOFF(CFS) ~ 0.58 2.49 **************************************************************************** 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) ~ 159.30 DOWNSTREAM(FEET) FLOW LENGTH(FEET) ~ 132.00 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ 10.04 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) ~ 2.49 PIPE TRAVEL TIME(MIN.) ~ 0.22 Tc(MIN.) ~ 8.06 152.50 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 484.00 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) ~ 5.035 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) ~ TC(MIN.) ~ 8.06 COEFFICIENT 0.20 1.2 ~ 0.5109 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) ~ 0.53 2. 98 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) ~ 152.70 DOWNSTREAM(FEET) 152.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 44.00 CHANNEL SLOPE 0.0045 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.98 FLOW VELOCITY(FEET/SEC.) ~ 1.83 FLOW DEPTH(FEET) ~ 0.90 TRAVEL TIME(MIN.) ~ 0.40 Tc(MIN.) ~ 8.46 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 90.00 528.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 90.00 TO NODE 90.00 IS CODE~ 10 bliA, Inc. land planning. civil engineering, surveying .. • .. .. .. .. • .. .. -.. "" .. .. • .. .. -- --... -.. --.. .. •• •• •• •• •• >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** 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= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 164.60 DOWNSTREAM ELEVATION(FEET) = 163.90 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.638 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.486 SUBAREA RUNOFF(CFS) 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0. 21 **************************************************************************** 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) = 163.90 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) = 3.961 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.57 AVERAGE FLOW DEPTH(FEET) 0.12 TRAVEL TIME(MIN.) 2.05 Tc(MIN.) = 11.69 163.20 0.0100 SUBAREA AREA(ACRES) 0.26 SUBAREA RUNOFF(CFS) 0.47 AREA-AVERAGE RUNOFF COEFFICIENT 0.460 TOTAL AREA (ACRES) = 0. 4 PEAK FLOW RATE ( CFS) 0. 6 6 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) 0.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 140.00 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) = 163.20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 160.90 Yada Family Fann Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying •• •• ... "' ... •• ... "' ... •• ... "' ... .. • .. .. -- ---.. ... .. .. ... .. • .. .. - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1.00 INSIDE STREET CROSSFALL(DECIMALI ~ 0.018 OUTSIDE STREET CROSSFALL(DECIMALI 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMALI 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETI ~ 0.30 HALFSTREET FLOOD WIDTH(FEETI ~ 9.22 AVERAGE FLOW VELOCITY (FEET /SEC. I 1. 88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.56 STREET FLOW TRAVEL TIME (MIN. I ~ 2. 35 Tc (MIN. I 14.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.521 *USER SPECIFIED{SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .6700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.608 SUBAREA AREA(ACRESI 0.86 SUBAREA RUNOFF(CFSI ~ 2.03 TOTAL AREA(ACRESI ~ 1.2 PEAK FLOW RATE(CFSI 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEETI ~ 0.33 HALFSTREET FLOOD WIDTH(FEETI 11.22 FLOW VELOCITY(FEET/SEC.I ~ 2.08 DEPTH*VELOCITY(FT*FT/SEC.I 0.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 ~ 405.00 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(FEETI ~ 160.90 DOWNSTREAM(FEETI FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.I ~ 14.46 GIVEN PIPE DIAMETER(INCHI ~ 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFSI ~ 2.61 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 156.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 14.06 14 0. 00 432.00 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(FEETI ~ 156.70 DOWNSTREAM(FEETI CHANNEL LENGTH THRU SUBAREA(FEETI ~ 152.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR= 2.000 MANNING'S FACTOR~ 0.030 MAXIMUM DEPTH(FEETI ~ 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOURI ~ 3.191 *USER SPECIFIED(SUBAREAI: USER-SPECIFIED RUNOFF COEFFICIENT = .2500 156.50 0. 0013 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bkA, Inc. land planning. civil engineering. surveying -- • • .. • .. -• .. .. .. • .. -.. .. .. --.. --.. .. --.. .. -.. -• .. - S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) ~ 2.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC.) 1.11 AVERAGE FLOW DEPTH I FEET) 1. 0 9 TRAVEL TIME (MIN. I 2. 28 Tc(MIN.) ~ 16.34 SUBAREA AREA(ACRES) 0.13 SUBAREA RUNOFF(CFS) 0.10 AREA-AVERAGE RUNOFF COEFFICIENT 0.574 TOTAL AREA (ACRES) ~ 1. 4 PEAK FLOW RATE (CFS) 2. 61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) ~ 1.09 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 100.00 TO NODE 1.11 90.00 ~ 584.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 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 2. 61 16.34 3.191 1. 35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 584.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I (INCH/HOUR) (ACRE) 1 2. 98 8.46 4.880 1.16 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 90.00 528.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. I (INCH/HOUR) 1 4.34 8. 4 6 4.880 2 4.56 16.34 3.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 4.56 Tc(MIN.) ~ 16.34 TOTAL AREA(ACRES) = 2.5 **************************************************************************** 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) = 152.50 DOWNSTREAM{FEET) 151.67 FLOW LENGTH{FEET) = 16.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.41 GIVEN PIPE DIAMETER(INCH) ~ 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) ~ 4.56 PIPE TRAVEL TIME(MIN.) ~ 0.02 Tc(MIN.) ~ 16.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 600.50 FEET. **************************************************************************** Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering. surveying .. ... .. • .. .. .. .. • ... • .. .. • ... • -- --- .. ... ... .. .. .. .. .. - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE~ 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** 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~ .4100 S.C.S. CURVE NUMBER (AMC II) ~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET) ~ 70.00 UPSTREAM ELEVATION(FEET) ~ 185.00 DOWNSTREAM ELEVATION(FEET) ~ 184.30 ELEVATION DIFFERENCE(FEET) ~ 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) ~ 10.391 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH ~ 70.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 4.274 SUBAREA RUNOFF (CFS) 0. 23 TOTAL AREA(ACRES) ~ 0.13 TOTAL RUNOFF(CFS) 0.23 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE ~ 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 184.30 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) ~ 3.449 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4100 S.C.S. CURVE NUMBER (AMC II) ~ 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.55 AVERAGE FLOW DEPTH(FEET) 0.12 TRAVEL TIME(MIN.) 4.09 Tc(MIN.) ~ 14.49 183.00 0.0096 SUBAREA AREA (ACRES) 0. 23 SUBAREA RUNOFF (CFS) 0. 33 AREA-AVERAGE RUNOFF COEFFICIENT 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) 0.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) ~ 0.13 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 180.00 TO NODE 0.58 200.00 ~ 205.00 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)<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning. civil engineering. surveying - .. .. ... .. .. -• -• • • .... .. .. ... .. -----.. • .. ... -• -... -.. - UPSTREAM ELEVATION(FEETI ~ 183.00 DOWNSTREAM ELEVATION(FEETI STREET LENGTH(FEETI ~ 266.00 CURB HEIGHT(INCHESI ~ 6.0 STREET HALFWIDTH(FEETI ~ 20.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMALI OUTSIDE STREET CROSSFALL(DECIMALI GRADEBREAK(FEETI 0.018 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMALI 0.020 1. 00 160.90 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: 4.68 STREET FLOW DEPTH(FEETI ~ 0.21 HALFSTREET FLOOD WIDTH(FEETI ~ AVERAGE FLOW VELOCITY(FEET/SEC.I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4.58 STREET FLOW TRAVEL TIME(MIN.I ~ 0.97 100 YEAR RAINFALL INTENSITY(INCH/HOURI *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .6800 S.C.S. CURVE NUMBER (AMC III ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.599 0.98 Tc (MIN. I 3.308 15.45 SUBAREA AREA(ACRESI 0.84 TOTAL AREA(ACRES) = 1.2 SUBAREA RUNOFF(CFSI ~ PEAK FLOW RATE (CFSI END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEETI ~ 0.24 HALFSTREET FLOOD WIDTH(FEETI 6.32 1. 45 1. 89 2.38 FLOW VELOCITY(FEET/SEC.I ~ 4.96 DEPTH*VELOCITY(FT*FT/SEC.I 1.20 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 ~ 471.00 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) = 156.90 DOWNSTREAM(FEET) 156.70 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.78 GIVEN PIPE DIAMETER(INCHI ~ 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFSI ~ 2.38 PIPE TRAVEL TIME(MIN.I ~ 0.09 Tc(MIN.I ~ 15.55 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 220.00 498.00 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(FEETI ~ CHANNEL LENGTH THRU SUBAREA(FEET) = 156.70 DOWNSTREAM(FEETI 46.00 CHANNEL SLOPE= 156.50 0.0043 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying .. .. .. .. .. ... .. .. .. .. ... .. .. .. .. .. .. ----• .. .. .. .. .. .. .. .. .. .. - 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) = 3.235 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.} 1.70 AVERAGE FLOW DEPTH(FEET) 0.84 TRAVEL TIME(MIN.) 0.45 Tc(MIN.) = 16.00 SUBAREA AREA(ACRES) 0.08 SUBAREA RUNOFF(CFS) 0.06 AREA-AVERAGE RUNOFF COEFFICIENT 0.577 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) 2.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 180.00 TO NODE 1. 71 230.00 = 544.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 152.40 DOWNSTREAM(FEET) 152.10 FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.39 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 16.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 240.00 561.50 FEET . **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 170.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 152.10 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 302.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 27.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.56 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.39 1.97 Tc(MIN.) = 18.01 1 151.67 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 863.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY ** MAIN STREAM NUMBER (CFS) (MIN.) (INCH/HOUR) AREA (ACRE) Yada Family Farm Subdivision, 1835 Buena Vis1a Way Drainage Study bliA, Inc. land planning, civil engineering, surveying ... -.. .. • .. .. • • • .. .. .. --- ---.. .. .. -.. • .. .. .. .. .. - 1 2.39 18.01 2.997 1.28 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 863.50 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I (INCH/HOUR) (ACRE) 1 4.56 16.37 3.188 2.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 600.50 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 6.73 2 6.68 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc INTENSITY (MIN. I (INCH/HOUR) 16.37 3.188 18.01 2.997 ESTIMATES ARE AS FOLLOWS: 6.73 Tc(MIN.) ~ 3. 8 16.37 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE~ 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7600 S.C.S. CURVE NUMBER (AMC II) ~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) ~ 160.60 DOWNSTREAM ELEVATION(FEET) ~ 160.30 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-18 of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.478 SUBAREA RUNOFF(CFS) 0.15 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) 0.15 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 170.00 IS CODE ~ 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) ~ 160.30 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) ~ 303.00 CURB HEIGHT(INCHES) ~ 6.0 STREET HALFWIDTH(FEET) ~ 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) l. 00 157.25 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying r L ... • -.. .. • .. • • .. • -• .. • .. • -----.. ... -.. • .. .. .. • .. • .. INSIDE STREET CROSSFALL(DECIMAL) ~ 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 3.38 STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTHIFEET) ~ AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1. 56 STREET FLOW TRAVEL TIME(MIN.) = 3.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7600 S.C.S. CURVE NUMBER (AMC II) ~ 0 0.760 0.30 Tc (MIN.) 4.796 8.69 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) ~ COEFFICIENT 0.11 0.1 SUBAREA RUNOFF(CFS) ~ PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) ~ 0.21 HALFSTREET FLOOD WIDTHIFEET) 4.68 0.35 0.40 0.51 FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) 0.34 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 170.00 ~ 373.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE~ 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN. I (INCH/HOUR) 0.51 8.69 4.796 LONGEST FLOWPATH FROM NODE 165.00 TO NOOE ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.73 16.37 3.188 LONGEST FLOWPATH FROM NODE 180.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. I (INCH/HOUR) 1 4.09 8.69 4.796 2 7.07 16.37 3.188 AREA (ACRE) 0.14 170.00 AREA (ACRE) 3.79 170.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 7.07 Tc (MIN. I ~ 16.37 TOTAL AREA(ACRES) ~ 3. 9 END OF STUDY SUMMARY: 373.00 FEET. 863.50 FEET . Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying -r·--;_s~---~~- .. • • - - -.. -.. .. .. ... -.. -------- • .. .. .. • .. • -• - TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3. 9 TC (MIN. I ~ 7.07 16.37 END OF RATIONAL METHOD ANALYSIS Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying - ------r 29 -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 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDROLOGY W/ DETENTION * * YADA TENTATIVE MAP * * * ************************************************************************** FILE NAME: 1289100P.DAT TIME/DATE OF STUDY: 08:28 04/05/2016 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 CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. IFTI IFTI SIDE I SIDE/ WAY (FT) (FT) (FT) ========= ================= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 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 (FT) 0.167 MODEL* MANNING FACTOR (n) ======= 0.0150 **************************************************************************** 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 bliA, Inc. land planning, civil engineering, surveying r Jo T . .. • • .. .. .. .. .. • ... .. -.. .. -.. -- ... .... .. .. - .. .. .. • .. .. USER-SPECIFIED RUNOFF COEFFICIENT~ .5000 S.C.S. CURVE NUMBER (AMC II) ~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET) ~ 70.00 UPSTREAM ELEVATION(FEET) ~ 188.00 DOWNSTREAM ELEVATION(FEET) ~ 182.00 ELEVATION DIFFERENCE(FEET) ~ 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) ~ 4.416 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE . SUBAREA RUNOFF(CFS) 0.27 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) ~ 0.27 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE~ 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) ~ 182.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) ~ 122.00 CHANNEL SLOPE CHANNEL BASE(FEET) 0.00 "Z" FACTOR~ 50.000 MANNING'S FACTOR~ 0.040 MAXIMUM DEPTHIFEET) ~ 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 5.238 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) ~ 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.} 0.64 AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.) 3.17 Tc(MIN.) ~ 7.58 180.60 0. Oll5 SUBAREA AREA(ACRES) 0.22 SUBAREA RUNOFF(CFS) 0.58 AREA-AVERAGE RUNOFF COEFFICIENT 0.500 TOTAL AREA(ACRES) ~ 0.3 PEAK FLOW RATE(CFS) 0.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) ~ 0.15 FLOW VELOCITY(FEET/SEC.) 0.70 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 ~ 192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE ~ 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 177.60 DOWNSTREAM(FEET) FLOW LENGTH(FEET) ~ 20.00 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.6 INCHES 16.15 8.00 NUMBER OF PIPES 1 168.80 PIPE-FLOW VELOCITY(FEET/SEC.) GIVEN PIPE DIAMETER(INCH) ~ PIPE-FLOW(CFS) ~ 0. 79 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 5.00 TO NODE 7.60 10.00 212.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE ~ 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering. surveying -.. ... .. • .. .. • .. .. .. .. -.. --- --.. -• .. • • -.. .. .. .. - -------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 5.228 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .5100 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT~ 0.5042 SUBAREA AREA(ACRES) 0.22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) ~ 0.5 TOTAL RUNOFF(CFS) ~ TC(MIN.) ~ 7.60 0.59 1. 37 **************************************************************************** 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) ~ 168.80 DOWNSTREAM(FEET) 163.30 FLOW LENGTH(FEET) ~ 70.00 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ 9.84 GIVEN PIPE DIAMETER(INCH) ~ 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) ~ 1.37 PIPE TRAVEL TIME(MIN.) ~ 0.12 Tc(MIN.) ~ 7.72 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4 0 . 0 0 TO NODE 30.00 IS CODE~ 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 5.176 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT~ 0.5059 SUBAREA AREA (ACRES) 0. 22 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) ~ 0.7 TOTAL RUNOFF(CFS) ~ TC(MIN.) ~ 7.72 0.58 1. 94 **************************************************************************** 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) ~ 163.30 DOWNSTREAM(FEET) 159.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ 9.72 GIVEN PIPE DIAMETER{INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) ~ 1.94 PIPE TRAVEL TIME(MIN.) ~ 0.12 Tc(MIN.) ~ 7.84 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 50.00 352.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 60.00 TO NODE 50.00 IS CODE~ 81 bliA, Inc. land planning, civil engineering, surveying .. .. .. .. .. .. ... .. ... • ... • -.. -- - - -.. .. .. .. ... .. • ... • .. - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 5.125 'USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT ~ .5100 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT ~ 0.5069 SUBAREA AREA(ACRES) 0.22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = TC(MIN.) ~ 7.84 0.58 2.49 **************************************************************************** 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) ~ 159.30 DOWNSTREAM(FEET) 152.50 FLOW LENGTH(FEET) ~ 132.00 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ 10.04 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) ~ 2.49 PIPE TRAVEL TIME(MIN.) ~ 0.22 Tc(MIN.) ~ 8.06 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 484.00 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) = 5.035 'USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT ~ .5300 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT ~ 0.5109 SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) ~ 1.2 TOTAL RUNOFF(CFS) ~ TC(MIN.) ~ 8.06 0.53 2. 98 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE ~ 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA {EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) ~ 152.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA{FEET) = 44.00 CHANNEL SLOPE CHANNEL BASE{FEET) = 0.00 "Z" FACTOR= 2.000 MANNING'S FACTOR~ 0.030 MAXIMUM DEPTH(FEET) ~ 1.00 CHANNEL FLOW THRU SUBAREA(CFS) ~ 2.98 FLOW VELOCITY(FEET/SEC.) ~ 1.83 FLOW DEPTH(FEET) ~ 0.90 TRAVEL TIME(MIN.) ~ 0.40 Tc(MIN.) ~ 8.46 152.50 0.0045 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 90.00 528.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 90.00 TO NODE 90.00 IS CODE ~ 10 bliA, Inc. land planning, civil engineering, surveying .. ... -.. ... .. .. - .. -- "" • -- .. ... -.. .. .. -• -• ... - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** 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= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 164.60 DOWNSTREAM ELEVATION(FEET) = 163.90 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.638 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.486 SUBAREA RUNOFF(CFS) 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.21 **************************************************************************** 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) = 163.90 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) = 3.961 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 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. 12 TRAVEL TIME (MIN.) 0.44 0.57 2.05 163.20 0.0100 Tc(MIN.) = 11.69 SUBAREA AREA(ACRES) 0.26 SUBAREA RUNOFF(CFSI 0.460 0. 4 7 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA{ACRES) = 0. 4 PEAK FLOW RATE{CFS) 0.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) 0.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 140.00 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) = 163.20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 265.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 160.90 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 34 --.. .. .. • .. • .. • • .. .. -.. ... - - - -... .. .. .. .. .. -.. -.. .. - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 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 1. 00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ~ 0.30 HALFSTREET FLOOD WIDTH(FEET) ~ 9.22 AVERAGE FLOW VELOCITY (FEET /SEC.) 1. 88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.56 STREET FLOW TRAVEL TIME (MIN.) ~ 2. 35 Tc (MIN.) 14.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.521 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6700 S.C.S. CURVE NUMBER (AMC II) ~ 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.608 SUBAREA AREA(ACRES) 0.86 SUBAREA RUNOFF(CFS) ~ 2.03 TOTAL AREA(ACRES) ~ 1.2 PEAK FLOW RATE(CFS) 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) 11.22 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) 0.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 405.00 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) = 160.90 DOWNSTREAM(FEET) FLOW LENGTH(FEET) ~ 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.46 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.61 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 14.06 140.00 156.70 432.00 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) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.191 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 156.50 0.0013 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning. civil engineering. surveying --------_,---3 5-I .. • .. • .. • ... .. • • • ---- - - .. .. .. ""' .. • • • .. • .. S.C.S. CURVE NUMBER (AMC II) ~ 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.11 AVERAGE FLOW DEPTH(FEET) 1.09 TRAVEL TIME(MIN.) 2.28 Tc(MIN.) ~ 16.34 SUBAREA AREA(ACRES) 0.13 SUBAREA RUNOFF(CFS) 0.10 AREA-AVERAGE RUNOFF COEFFICIENT 0.574 TOTAL AREA(ACRES) ~ 1.4 PEAK FLOW RATE(CFS) 2.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) ~ 1.09 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 100.00 TO NODE 1.11 90.00 ~ 584.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE ~ 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I I INCH/HOUR) (ACRE) 1 2.61 16.34 3.191 1. 35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 90.00 584.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I I INCH/HOUR) (ACRE) 1 2.98 8.46 4.880 1.16 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 90.00 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 4.34 2 4.56 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ~ Tc INTENSITY (MIN. I (INCH/HOUR) 8.46 16.34 ESTIMATES ARE 4.56 2.5 4.880 3.191 AS FOLLOWS: Tc(MIN.) ~ 16.34 528. DO FEET. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE~ 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) ~ 288.14 RAIN INTENSITY(INCH/HOUR) ~ 0.50 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 2.26 **************************************************************************** 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) ~ 152.50 DOWNSTREAM(FEET) ~ 151.67 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering. suNeying ~ -----~' .. .. ... • .. .. .. .. .. .. .. .. • .. -- - --.. ... - .. • -• .. .. - FLOW LENGTH(FEET) ~ 16.50 MANNING'S N ~ 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ 9.29 GIVEN PIPE DIAMETER(INCH) ~ 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) ~ 2.26 PIPE TRAVEL TIME(MIN.) ~ 0.03 Tc(MIN.) ~ 288.17 1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 600.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE~ 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** 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 = .4100 S.C.S. CURVE NUMBER (AMC II) ~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) ~ 185.00 DOWNSTREAM ELEVATION(FEET) ~ 184.30 ELEVATION DIFFERENCE(FEET) ~ 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) ~ 10.391 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 4.274 SUBAREA RUNOFF(CFS) 0.23 TOTAL AREA(ACRES) ~ 0.13 TOTAL RUNOFF(CFS) 0.23 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 184.30 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) ~ 3.449 *USER SPECIFIED{SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.55 AVERAGE FLOW DEPTH(FEET) 0.12 TRAVEL TIME(MIN.) 4.09 Tc(MIN.) ~ 14.49 183.00 0.0096 SUBAREA AREA(ACRES) 0.23 SUBAREA RUNOFF(CFS) 0.33 AREA-AVERAGE RUNOFF COEFFICIENT 0.410 TOTAL AREA(ACRES) ~ 0.4 PEAK FLOW RATE(CFS) 0.51 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying ! -37 1 '"' --- .. ... • • -.. .. • -• .. --- - -.. .. •• -• -• .. • ... END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEETISEC.) 0.58 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 200.00 = 205.00 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) = 183.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 266.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.018 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 1. 00 160.90 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: 4.68 4.58 STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEETISEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.97 100 YEAR RAINFALL INTENSITY(INCHIHOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.599 0.98 Tc (MIN. 1 3.308 15.45 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) = 0.24 HALFSTREET FLOOD WIDTH(FEET) 6.32 1. 45 1. 89 2.38 FLOW VELOCITY (FEET I SEC. ) = 4 . 9 6 DEPTH *VELOCITY ( FT* FT I SEC. I 1. 2 0 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 210.00 = 471.00 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) = 156.90 DOWNSTREAM(FEET) 156.70 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEETISEC.) = 4.78 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.55 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 220.00 498.00 FEET. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying .... r - .. .. • .. .. -.. .. .. .. ... .. .. .. ... .. ... - - - -.. .. .. .. -.. -.. - **************************************************************************** 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) = 3.235 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.70 AVERAGE FLOW DEPTH(FEET) 0.84 TRAVEL TIME(MIN.) 0.45 Tc(MIN.) = 16.00 156.50 0.0043 SUBAREA AREA(ACRES) 0.08 SUBAREA RUNOFF(CFS) 0.06 AREA-AVERAGE RUNOFF COEFFICIENT 0.577 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) 2.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 180.00 TO NODE 1. 71 230.00 = 544.00 FEET. **************************************************************************** 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) = 287.80 RAIN INTENSITY(INCH/HOUR) = 0.50 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1. 07 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 152.40 DOWNSTREAM(FEET) 152.10 FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 287.86 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 240.00 561.50 FEET . **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 170.00 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 bliA, Inc. land planning, civil engineering, surveying r 39 -~ .. .. .. -.. -.. ... .. .. .. • .. - .. .. .. • .. -• .. .. 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 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) : 2.02 GIVEN PIPE DIAMETER(INCH) : 27.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) : 1.07 PIPE TRAVEL TIME(MIN.) : 2.49 Tc(MIN.) : 290.35 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 863.50 FEET . **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE : 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) I INCH/HOUR) (ACRE) 1 1. 07 290.35 0.499 1. 30 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I (INCH/HOUR) (ACRE) 1 2.26 288.17 0.501 2.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170. 00 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. I (INCH/HOURI 1 3.32 288.17 0.501 2 3.32 290.35 0.499 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) : ESTIMATES ARE 3.32 3. 8 AS FOLLOWS: Tc (MIN. I : 288.17 863.50 FEET . 600.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE: 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE : 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7600 S.C.S. CURVE NUMBER (AMC II) : 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) : 160.60 DOWNSTREAM ELEVATION(FEET) : 160.30 ELEVATION DIFFERENCE(FEET) : 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) : 5.452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning. civil engineering. surveying 40 .l .. ... • -.. --.. • .. • • • .. .. - - ---... • .. -.. .. --- THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-18 of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 6.478 SUBAREA RUNOFF(CFS) 0.15 TOTAL AREA(ACRES) ~ 0.03 TOTAL RUNOFF(CFS) 0.15 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 170.00 IS CODE~ 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) ~ 160.30 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) ~ 303.00 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) 0.020 157.25 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: 3.38 STREET FLOW DEPTH(FEET) ~ 0.19 HALFSTREET FLOOD WIDTH(FEET) ~ AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1. 56 STREET FLOW TRAVEL TIME(MIN.) ~ 3.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .7600 S.C.S. CURVE NUMBER (AMC II) = 0 0.760 0.30 Tc (MIN.) 4.796 8.69 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) ~ COEFFICIENT 0.11 0.1 SUBAREA RUNOFF(CFS) ~ PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) ~ 0.21 HALFSTREET FLOOD WIDTH(FEET) 4.68 0.35 0.40 0.51 FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) 0.34 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 170.00 = 373.00 FEET . **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE~ 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY ** MAIN STREAM NUMBER (CFS I (MIN.) (INCH/HOUR) AREA (ACRE) 0.14 170.00 1 0.51 8.69 4.796 LONGEST FLOWPATH FROM NODE Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 165.00 TO NODE 373.00 FEET. bllA, Inc. land planning, civil engineering, surveying --... .. .. .. • .. .. -• -.. .. • -- - .. -• .. .. --.. • .. ... - ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. I (INCH/HOUR) (ACRE) 1 3.32 288.17 0.501 3.80 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. I (INCH/HOUR) 1 0. 61 8.69 4.796 2 3.38 288.17 0.501 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.38 Tc(MIN.) ~ 288.17 TOTAL AREA(ACRES) ~ 3.9 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3. 9 TC (MIN. I ~ 3.38 END OF RATIONAL METHOD ANALYSIS 288.17 863.50 FEET. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying I I a • 1._. &~,· ·~:· E :. a• a.• l.:rc. a• aJII &.,,. I • l ;I l.,.. l ,a L.. ll.. ~ C. HYDRAULIC CALCULATIONS BIOFILTRATION BASIN OUTLET DETAIL: LOWER OUTLET ORIFICE SEE RISER DIMENSIONS FOR IMPS 36"X36" BROOKS PCC CATCH BASIN W / GRATED INLET 1 DEEP ROOTED, DENS[, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL ~ TABLE, THIS SHFFT-__ I IMPERMEABLE LINER~ ~~ 5.0' ~IIFTAINING WAIL c-+-L-----,1 ALONG VERTICAL ~ >~--2-J" MULCH WALLS AND BOTTOM OF BASIN PVC OUTLET 1 II 1 I t-----------1~," ENGINEERED SO/I MIX* PIPE I _________. 3 OF PEA GRAVEL OW ~ ; : · ~·:::=::D)I-110" DEPTH OF 3/4'' CRUSHED _---OUTFL ~' \S' ,jZf ,L,ffi :~ tv \S1 \b?\s< ____l_ROCK FOR V2 STORAGE ~ 6" PERFORATED PVC PIP[ CONFORMING TO ASTM 0 3034 OR EQUIVALENT *ENGINEERED SOIL MIX SHALL PROVIDE A MINIMUM SUSTAINED INFILTRATION RATE OF 5"/HR. MIX SHALL BE SANOY LOAM TOP SOIL CONSISTING OF 50% SAND, 30% PLANTING SOIL, 20% SHREDDED HARDWOOD MULCH. PLACE PIPE WITH PERFORATIONS 3" ABOVE THE INVERT (BOTTOM OF GRAVEL LEA YER) RESTRICTOR PLATE TO LIMIT FLOW FROM V2 STORAGE AREA, LID ORIFICE, (SEE IMP DIMENSIONS THIS SHEET) BIOFILTRATION BASIN TYP OUTLET DETAIL FROM HYDROLOGY REPORT NOT TO SCALE ... .. .. • ... • .. .. -• .. • ·• .. .. • • ... ----.. --.. • -• -• .. --- TABLE 3-Summary of Dual Purpose IMPs: Biofiltration with Surface Ponding IMP DIMENSIONS Amended Underdrain Surface Surface Gravel Area111 Gravel Depth Soil Depth Orifice D Bottom Area Depth131 IMP (ft2) (in) (in) (in)121 (ft2) (Riser, Top) 1 1,125 10 18 3.0 1,125 1.50, 5.00 2 1,645 10 18 4.0 1,645 1.50, 5.00 (1) Gravel Area= Amended Soil Area= Bottom Area at surface of IMP. (2) Diameter of orifice in gravel layer with invert at bottom of I ayer; tied with hydromod min threshold (10%Q2) (3) First value corresponds to the surface depth of the main overflow riserfrom 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 LOWER OUTLET EMERGENCY WEIR Invert Invert Weir Elevation Dimensions Elevation Perimeter IMP OutletType111 (ft)121 (#-size)131 (ft)141 Length (ft)151 1 Circle 0.25 2-111 1.50 8 2 Circle 0.25 2-111 1.50 8 (1) Shape of orifice opening in riser structure. (2) Depth from bottom of pond to invert of lower orifice or weir. (3) Number of circle orifices-diameter. For example for Basin 1:2 circle orifices, each orifice is 1"-dia. (4) Depth from bottom of pond to invert of emergency overflow weir. (5) Overflow length, the i nterna I perimeter of the riser is 8ft (2ft x 2ft i nterna I dimensions) . - ... Detention and Storage Capacity Calculations-Basin 1 • Table 5.0-Detention Flow Results Summary-100Year Total Site {cfs) .. O,N Oour 6Q Oe:xiSTING 4.3 Basin 1 2.39 1.07 1.32 QpROPOSED 7.1 .. OoETAINED 3.5 • Table S.A-Basin 1, Overflow Capacity of 24"x24" Brooks Catch Basin Outlet 1 Usine: Broad Crested Weir Formula eauation {6-10) Q=CLH .s where Co efficient Cis 3.3 . Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) .. ... 1.5 .. 3.3 8 0.067 0.46 1.6 3.3 8 0.167 1.80 ... 1.7 3.3 8 0.267 3.64 1.8 3.3 8 0.367 5.87 1.9 3.3 8 0.467 8.43 2.0 3.3 8 0.567 11.27 .. • .. TABLE 5.8-Capacity of 1"-dia Orifices I Using General Orifice Flow equation: where (H-Hd) equals available Head, g = 32.2 ft/s2, Dis t·"=h-=e-o"'r"'if""ic:-:e-d"'i""a"'m:-:e""t""e=-r,-=a-=n"d'C"'g'"'i""sc::oth:-:e"'o""r7if"i""ce=--' -.. cc efficient . Basin Orifice Size Cg Head (ft) Qdischarge Elev. (ft) Depth Dia.(ft) (considering (cfs) X 2 total orifices -·-792.3 0.3 0.0833 0.75 0.0667 0.008 0.017 -792.4 0.4 0.0833 0.75 0.1667 0.013 0.027 792.5 0.5 0.0833 0.75 0.2667 0.017 0.034 -792.6 0.6 0.0833 0.75 0.3667 0.020 0.040 .. 792.7 0.7 0.0833 0.75 0.4667 0.022 0.045 792.8 0.8 0.0833 0.75 0.5667 0.025 0.049 .. 792.9 0.9 0.0833 0.75 0.6667 0.027 0.054 .. 793.0 1.0 0.0833 0.75 0.7667 0.029 0.057 793.1 1.1 0.0833 0.75 0.8667 0.031 0.061 793.2 1.2 0.0833 0.75 0.9667 0.032 0.065 .. 793.3 1.3 0.0833 0.75 1.0667 0.034 0.068 793.4 1.4 0.0833 0.75 1.1667 0.035 0.071 793.5 1.5 0.0833 0.75 1.2667 0.037 0.074 • 793.6 1.6 0.0833 0.75 1.3667 0.038 0.077 793.7 1.7 0.0833 0.75 1.4667 0.040 0.079 • 793.8 1.8 0.0833 0.75 1.5667 0.041 0.082 • 793.9 1.9 0.0833 0.75 1.6667 0.042 0.085 794.0 2.0 0.0833 0.75 1.7667 0.044 0.087 ... .. .. - - .. .. .. .. .. -• .. .. .. -.. .. -• ---- -.. .. ... .. .. • -... - Table S.C-Basin 1. Capacity of 3"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0 A(2gH)0·5 Basin Orifice Size Depth (ft) Dia.(ft) 0.0 0.25 0.1 0.25 0.2 0.25 0.3 0.25 0.4 0.25 0.5 0.25 0.6 0.25 0.7 0.25 0.8 0.25 0.833 0.25 0.9 0.25 1.0 0.25 1.1 0.25 1.2 0.25 1.3 0.25 1.4 0.25 1.5 0.25 1.6 0.25 1.7 0.25 1.8 0.25 1.9 0.25 2.0 0.25 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study (Diameter) Area (sf) 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 0.04909 Coefficient Head (ft) Qd,.;n (cfs) 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 2.333 0.363 2.433 0.371 2.533 0.378 2.633 0.385 2.733 0.393 2.833 0.400 2.933 0.407 3.033 0.414 3.133 0.420 3.166 0.423 3.233 0.427 3.333 0.434 3.433 0.440 3.533 0.446 3.633 0.453 3.733 0.459 3.833 0.465 3.933 0.471 4.033 0.477 4.133 0.483 4.233 0.489 4.333 0.494 bhA, Inc. land planning, civil engineering, surveying .... I 46 L .. - • --.. .. .. .. .. .. • .. --.. -... .. -- -... .. .. .. .. -.. • .. .. -- Table S.D-Basin 1, Depth vs. Storage and Discharge Information Bottom Basin Area (sf)= 1125 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 703.13 0 0.0161 0.3628 Total Storage in Soil Media** 189.7 817.38 0.1 0.0188 0.3705 189.8 935.13 0.2 0.0215 0.3780 189.9 1056.38 0.3 0.0243 0.4024 190.0 1181.13 0.4 0.0271 0.4195 190.1 1309.38 0.5 0.0301 0.4337 190.2 1441.13 0.6 0.0331 0.4465 190.3 1576.38 0.7 0.0362 0.4585 190.4 1715.13 0.8 0.0394 0.4698 190.433 1761.68 0.833 0.0404 0.4762 190.5 1857.38 0.9 0.0426 0.4846 190.6 2003.13 1.0 0.0460 0.4947 190.7 2152.38 1.1 0.0494 0.5046 190.8 2305.13 1.2 0.0529 0.5143 190.9 2461.38 1.3 0.0565 0.5236 191.0 2621.13 1.4 0.0602 0.5328 191.1 2784.38 1.5 0.0639 0.9996 191.2 2951.13 1.6 0.0677 2.3522 191.3 3121.38 1.7 0.0717 4.2014 191.4 3295.13 1.8 0.0756 6.4371 191.5 3472.38 1.9 0.0797 9.0011 191.6 3653.13 2.0 0.0839 11.7659 **assummg 30"16 Vo1d Rat1o m Gravel Layer and 25% Vo1d Rat1o m Engineered Soil Layer (typical value) , Drawdown calculator: :Flow through orifice plate governs drain-down flow: 2784 Basin Volume@ 1.5' Depth (cf) 1--'0::.:·..:.46:::.:5:.._-lQof 3" orifice plate at 1.5' Basin Depth (cfs) L--=1:..:.6c::.6 _ _,Drawdown Time (hrs) < 72 ../ Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering. surveying 47 --.. .. .. .. • .. .. - --.. • --- - .. -• .. -.. .. .. • -- - --~-------------~~~--~------ Detention and Storage Capacity Calculations-Basin 2 Table 6.0-Detention Flow Results Summary-100 Year O.,N Oour Basin 2 4.56 2.26 2.3 OexiSTING QpROPOSED OoeTAINED Total Site (ds) 4.3 7.1 3.5 Table 6.A-Basin 2, Overflow Capacity of 24"x24" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1.s where Coefficient Cis 3.3 . Basin Elev Coefficient Weir length H (ft) Q(ds) (ft) 1.5 3.3 8 0.067 0.46 1.6 3.3 8 0.167 1.80 1.7 3.3 8 0.267 3.64 1.8 3.3 8 0.367 5.87 1.9 3.3 8 0.467 8.43 2 3.3 8 0.567 11.27 TABLE 6.B-Capacity of 1"-dia Orifices I Using General Orifice Flow equation: where (H-Hd) equals available Head, g = 32.2 ft/s2, Dis theLo-ri"f'"'ic..,.e"""'d"'ia.,-m-e7te,...r,-, ""a""nd=c'=g""'"is:-t::;:h:-:e----_J 'f d' h ff on 1ce ISC lc re:e coe icient. Basin Depth Orifice Size Cg Head (ft) Q X 2 total Elev. (ft) Dia.(ft) (considering discharge orifices 792.3 0.3 0. 083333333 0.75 0.0667 0.008 0.017 792.4 0.4 0. 083333333 0.75 0.1667 0.013 0.027 792.5 0.5 0. 083333333 0.75 0.2667 0.017 0.034 792.6 0.6 0.083333333 0.75 0.3667 0.020 0.040 792.7 0.7 0.083333333 0.75 0.4667 0.022 0.045 792.8 0.8 0.083333333 0.75 0.5667 0.025 0.049 792.9 0.9 0. 083333333 0.75 0.6667 0.027 0.054 793.0 1.0 0.083333333 0.75 0.7667 0.029 0.057 793.1 1.1 0.083333333 0.75 0.8667 0.031 0.061 793.2 1.2 0.083333333 0.75 0.9667 0.032 0.065 793.3 1.3 0.083333333 0.75 1.0667 0.034 0.068 793.4 1.4 0.083333333 0.75 1.1667 0.035 0.071 793.5 1.5 0.083333333 0.75 1.2667 0.037 0.074 793.6 1.6 0.083333333 0.75 1.3667 0.038 0.077 793.7 1.7 0. 083333333 0.75 1.4667 0.040 0.079 793.8 1.8 0.083333333 0.75 1.5667 0.041 0.082 793.9 1.9 0.083333333 0.75 1.6667 0.042 0.085 794.0 2.0 0.083333333 0.75 1.7667 0.044 0.087 -.. -·-.. .. .. .. -.. -----.. .. - - - -... -.. ----- •• • ... - Table 3.C-Basin 2. Capacity of 3"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q-C A(2gH)05 -0 Basin Depth Orifice Size (ft) Dia.(ft) 0.0 0.33333333 0.1 0.33333333 0.2 0.33333333 0.3 0.33333333 0.4 0.33333333 0.5 0.33333333 0.6 0.33333333 0.7 0.33333333 0.8 0.33333333 0.833 0.33333333 0.9 0.33333333 1.0 0.33333333 1.1 0.33333333 1.2 0.33333333 1.3 0.33333333 1.4 0.33333333 1.5 0.33333333 1.6 0.33333333 1.7 0.33333333 1.8 0.33333333 1.9 0.33333333 2.0 0.33333333 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study (Diameter) Area (sf) 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 0.08727 Coefficient Head (ft) Odra;n (ds) 0.603 2.167 0.622 0.603 2.267 0.636 0.603 2.367 0.650 0.603 2.467 0.663 0.603 2.567 0.677 0.603 2.667 0.690 0.603 2.767 0.702 0.603 2.867 0.715 0.603 2.967 0.727 0.603 3 0.731 0.603 3.067 0.740 0.603 3.167 0.752 0.603 3.267 0.763 0.603 3.367 0.775 0.603 3.467 0.786 0.603 3.567 , 0.798 0.603 3.667 0.809 0.603 3.767 0.820 0.603 3.867 0.830 0.603 3.967 0.841 0.603 4.067 0.852 0.603 4.167 0.862 bhA, Inc. land planning, civil engineering, surveying -- ... .. -.. ... .. ----... --- .. -- ---.. • -.. -• .. • - Table 3.D-Basin 2 Depth vs. Storage and Discharge Information Bottom Basin Area (sf)= 1645 Elev Volume CF Depth Vlume acre-ft Outflow 191.6 945.88 0 0.0217 0.622 Total Storage in Soil Media*** 191.7 1114.63 0.1 0.0256 0.636 191.8 1291.88 0.2 0.0297 0.650 191.9 1477.63 0.3 0.0339 0.680 192.0 1671.88 0.4 0.0384 0.703 192.1 1874.63 0.5 0.0430 0.724 192.2 2085.88 0.6 0.0479 0.742 192.3 2305.63 0.7 0.0529 0.760 192.4 2533.88 0.8 0.0582 0.777 192.433 2611.06 0.833 0.0599 0.785 192.5 2770.63 0.9 0.0636 0.797 192.6 3015.88 1.0 0.0692 0.813 192.7 3269.63 1.1 0.0751 0.828 192.8 3531.88 1.2 0.0811 0.843 192.9 3802.63 1.3 0.0873 0.857 193.0 4081.88 1.4 0.0937 0.871 193.1 4369.63 1.5 0.1003 1.343 193.2 4665.88 1.6 0.1071 2.701 193.3 4970.63 1.7 0.1141 4.555 193.4 5283.88 1.8 0.1213 6.795 193.5 5605.63 1.9 0.1287 9.364 193.6 5935.88 2.0 0.1363 12.133 ***assummg 30% Void Ratio 1n Gravel layer and 25% Vo1d Ratio in Engmeered Soil layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: l-----,4:::3c:,7::.0_-lBasin Volume@ 1.5' Depth (cf) 1-----=0.:..:.809=--iQ of 4" orifice plate at 1.5' Basin Depth (cfs) L-__:1:::..5:::0:.._--'Drawdown Time (hrs) < 72 v' .. -.. -.. -.. -.. .. ... .. ... .. ---- - - -.. .. .. .. -• .. .. ... - STORAGE BASIN HYDROGRAPH ROUTING MODEL: Basin 1 **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 FILE NAME: 1289BASl.DAT TIME/DATE OF STUDY: 15:53 03/31/2016 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 25 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 16.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.10* 3: 0.10* * 4: 0.10* 5: 0.10* 6: 0.10* * 7: 0.20* 8: 0.20* 9: 0. 20* * 10: 0.20* ll: 0.20* 12: 0.20* * 13: 0.30* 14: 0.30* 15: 0.50* * 16: 0.70* 17: 2.39* 18: 0.40* * 19: 0.30* 20: 0.20* 21: 0.20* * 22: 0.10* 23: 0.10* 24: 0.10* * 25: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES ~ 11 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.200 0.022 0.378* * 0.400 0.027 0.419** 0.600 0.033 0.447* * 0.800 0.039 0.470** 1. 000 0.046 0.495* * 1. 200 0.053 0.514** 1. 400 0.060 0.533* * 1. 600 0.068 2.352** 1. 800 0.076 6.437* * 2.000 0.084 11.766** **************************************************************************** Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying - .. .. .. .. .. • .. .. -.. .. - - - ... .. ... .. .. .. .. .. .. .. - INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW INTERVAL (S-O*DT/2) NUMBER (ACRE-FEET) 1 0.00000 2 0.01733 3 0.02248 4 0.02818 5 0.03422 6 0.04055 AND DEPTH ROUTING (S+O*DT/2) (ACRE-FEET I 0.00000 0.02567 0.03172 0.03802 0.04458 0.05145 7 0.04723 0.05857 8 0.05433 0.06607 9 0.04178 0.09362 10 0.00467 0.14653 11 -0.04575 0.21355 VALUES: WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "!"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. l. l. 2. 0.27 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0. 00] 0.53 0.10 0.03 0.002 OI [BASIN DEPTH (FEET) = 0. 02] 0.80 0.10 0.05 0.003 OI [BASIN DEPTH(FEET) = 0. 03] l. 07 0.10 0.07 0.004 OI [BASIN DEPTH (FEET) = 0.04] l. 33 0.10 0.08 0.005 .0 [BASIN DEPTH(FEET) = 0.04] l. 60 0.10 0.09 0.005 .0 [BASIN DEPTH I FEET) = 0. 05] l. 87 0.20 0.12 0.007 .OI [BASIN DEPTH I FEET) = 0. 07] 2.13 0.20 0.15 0.008 .OI [BASIN DEPTH (FEET) = 0. 08] 2. 40 0.20 0.16 0.009 0 [BASIN DEPTH (FEET) = 0. 09] 2. 67 0.20 0.18 0.010 0 [BASIN DEPTH(FEET) = 0. 09] 2.93 0.20 0.18 0.010 0 2. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying .. ... .. ... • .. .. .. .. .. .. -.. .. .. -• -.. - - • .. .. • - [BASIN DEPTH (FEET) = 3.20 0.20 0.19 [BASIN DEPTH (FEET) = 3.47 0.30 0.23 [BASIN DEPTH I FEET) = 3.73 0.30 0.25 [BASIN DEPTH(FEET) = 4.00 0.50 0.33 [BASIN DEPTH (FEET) = 4.27 0.70 0. 41 [BASIN DEPTH(FEET) = 4.53 2.39 1.07 [BASIN DEPTH(FEET) = 4.80 0.40 0.52 [BASIN DEPTH(FEET) = 5.07 0.30 0.50 [BASIN DEPTH(FEET) = 5.33 0.20 0.48 [BASIN DEPTH(FEET) = 5.60 0.20 0.46 [BASIN DEPTH(FEET) = 5.87 0.10 0.43 [BASIN DEPTH(FEET) = 6.13 0.10 0.38 [BASIN DEPTH(FEET) = 6.40 0.10 0.30 [BASIN DEPTH(FEET) = 6.67 0.00 0.20 [BASIN DEPTH(FEET) = Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 0 .10] 0. 011 0.10] 0.013 0.12] 0.014 0.13] 0.019 0.18 J 0.026 0. 36] 0.062 1.46] 0.054 1. 22] 0.049 1. 09] 0.043 0.90] 0.037 0. 71] 0.029 0. 47] 0.022 0. 23] 0.017 0 .16] 0.012 0 .11] 0 or or 0 I 0 . I 0 I IO I 0 I 0 I 0 . I 0 . I 0 . I 0 I 0 biJA, Inc. land planning, civil engineering, surveying ,-- ! 53 ... -.. -.. .. - '"' -.. -.. .. • ---- - --.. --.. • • .. • -- STORAGE BASIN HYDROGRAPH ROUTING MODEL: Basin 2 **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 FILE NAME: l289BAS2.DAT TIME/DATE OF STUDY: 15:20 03/31/2016 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 25 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) ~ 16.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN~ 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL * NUMBER (CFS) * NUMBER (CFS) * NUMBER * 1: 0.00* 2: 0.20* 3: ' 4: 0.20* 5: 0.20* 6: ' 7: 0.30* 8: 0.30* 9: ' 10: 0.30* 11: 0.40* 12: ' 13: 0.50* 14: 0.60* 15: ' 16: 1. 00* 17: 4.56* 18: ' 19: 0.50* 20: 0.40* 21: ' 22: 0.30* 23: 0.20* 24: ' 25: 0.00* FLOW (CFS) ' ' 0.20* 0.30* 0.30* 0. 40* 0.90* 0.70* 0.30* 0.20* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 11 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW ' ' (FEET) (ACRE-FEET) (CFS) " (FEET) (ACRE-FEET) (CFSI ' ' 0.000 0.000 0.000** 0.200 0.033 0.650* ' 0.400 0.042 0.703** 0.600 0.052 0.742* ' 0.800 0.062 0.777** l. 000 0.073 0.813* ' l. 200 0.085 0.843** l. 400 0.097 0.871* * l. 600 0.111 2.701** l. 800 0.125 6.795* * 2.000 0.140 12.133** **************************************************************************** INITIAL BASIN DEPTH(FEET) ~ 0.00 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying - .. -.. .. • - • .. .. ... .. .. -- - -.. .. .. .. • .. .. .. .. INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL (S-O*DT/2) (S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.02624 0.04056 3 0.03445 0.04995 4 0.04352 0.05988 5 0.05334 0.07046 6 0.06404 0.08196 7 0.07561 0.09419 8 0.08790 0.10710 9 0.08114 0.14066 10 0. 05022 0.19998 11 0.00630 0.27370 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL . GRAPH NOTATION: "!"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 1. 2. 3. 0.27 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0. 001 0.53 0.20 0.07 0.004 or [BASIN DEPTH(FEET) = o. 02 I 0.80 0.20 0.12 0.006 OI [BASIN DEPTH (FEET) = 0. 041 1. 07 0.20 0.15 0.007 .0 [BASIN DEPTH (FEET) = o. 041 1. 33 0.20 0.16 0.008 .0 [BASIN DEPTH(FEET) = 0. 05) 1. 60 0.30 0.21 0. 011 .or [BASIN DEPTH(FEET) = o. 07 I 1. 87 0.30 0.24 0.013 .or [BASIN DEPTH(FEET) = o. 07 I 2.13 0.30 0. 26 0.014 .or [BASIN DEPTH (FEET) = 0. 081 2.40 0.30 0.28 0.014 .or [BASIN DEPTH [FEET) = 0. 091 2. 67 0.30 0.28 0.015 .or [BASIN DEPTH(FEET) = 0. 091 2.93 0. 40 0.33 0.017 0 [BASIN DEPTH I FEET) = o .10 I 3.20 0.40 0.35 0.018 0 5. Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying .. • .. ... .. • -• --.. .. .. • .. .. .. .. -.. ---- --.. .. .. .. • .. .. .. .. -.. [BASIN DEPTH (FEET) = 3.47 0.50 0. 40 [BASIN DEPTH(FEET) = 3.73 0.60 0.47 [BASIN DEPTH(FEET) = 4.00 0.90 0.62 [BASIN DEPTH (FEET) = 4.27 1. 00 0.69 [BASIN DEPTH(FEET) = 4.53 4.56 2.26 [BASIN DEPTH(FEET) -4.80 0.70 0.85 [BASIN DEPTH (FEET) = 5.07 0.50 0.83 [BASIN DEPTH(FEET) = 5.33 0. 40 0.81 [BASIN DEPTH(FEET) = 5.60 0.30 0.77 [BASIN DEPTH(FEET) = 5.87 0.30 0.74 [BASIN DEPTH(FEETI = 6.13 0.20 0.69 [BASIN DEPTH(FEET) = 6.40 0.20 0.59 [BASIN DEPTH(FEET) = 6.67 0.00 0.38 [BASIN DEPTH (FEET) = Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study 0.11) 0.021 0 .12] 0.024 0 .15] 0.032 0 .19] 0.040 0.34] 0.108 1.55] 0.089 1. 26] 0.081 1.14] 0.072 0. 98] 0.061 0. 78] 0.051 0. 59] 0.040 0.34] 0.030 0 .18] 0.019 0.12] or or 0 I 0 I. o. I IO I 0 I 0 I 0 I 0 . I 0 . I 0 I 0 bhA, Inc. land planning, civil engineering, surveying ~-------- ! 56 L -.. .. .. .. • .. .. .. .. .. .. .. ------.. • .. -.. • .. .. .. • - Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study IV. REFERENCES bhA, Inc. land planning, civil engineering, surveying a I • • o~-< ~OOQJ ~-~ ~ :wm" :lOc:w I CD m 3 I~~~ !a_<"'Tl '< -· Q) I 'hi ·?0 i s-3 ::EU> "' c:: '<g: lii" ::J Q_ "Q. "' ::J ::J :;· co Q. ~ "' ::J <Q. ::J "' "' :J. :J co s: 5· -"' ~C"' ~:r-'< ;J;> -·' ::J <0 5 () I I l I • • • • • J l I • • ll • I I -...~ty-D~nllan Doolgn Chllt • Template I I I I • • I I I j Dlrw:IIOM for ~HDn: ( 1) Fmm l)redpitation maps determine 8 ht and 24 tr amounts for lhe selected freqo&nc'f. These maps ar11 Included In the Counly Hydrology Manual {10, 50. and 100 yrmaps lnct.Jded In lfle Design and Procedure Manual). (2) Adjust 8 hr precipitation (If nec:essary) so that it Is witNn the 11Wlg8 of 45% 10 65% Of the 24 hr preclpilalion (not appllcapfelo Desert). (3) Plot 5 hr predpftatlon on the right aide or the chart. (4) Draw • line thml..lgh the point parallel to the plotted lines. (5) Thlslne Is lhe lntensly-duratlon ctN8 ror the location ---· Appllatbl Fann: c•> s.oectec~ .......,..lvo , .. , lbl Po· bk.. "'·· P24 • 4. Z. .~ • ,.~, --1'24 -- {c) Adjusted ~6C2'1 • __ "· (d)'x= __ mh (e) I"' __ ln.lhr. Note: This mart replaces the lnlansity-Duratlon-Frequency curves used sino& 1985. 3-1 l ' 1 ... -.. - "" .. .. • • • .. -------... • .... .. ... • .. .. ... • .. - Yada Family Farm Subdivision, 1835 Buena Vis1a Way Drainage Study . ... bhA, Inc. land planning, civil engineering, surveying r s9 I - - - .. .. .. .. .. .. .. .. - Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study fu. . --t . 1./\; ,--·' ,--, : &- bliA, Inc. land planning, civil engineering, surveying l • It • o~-< ~-~g. "'ro-n <Oc:Q> "'"'3 en ::::J = -O>'< ~~~ ':::" i -! _j :;;:en "' c: -<g: ~ >2_ !!l " s· co Q. ~ ro " CQ. " al s· cp ~: 0 " ~C"' < ::r-~.? cB S" () It • It I I j Iii w u. :;;!: w ~ 15 w 81 ~ w i i; I I ~ l ' i I I I I l J It • I I I t I 2~~nslope-~~/\c¥~~ / y ~ , 4= ~ 130 0 EXAMPLE: Given: Watercourse Distance (D) : 70 Feel Slope (s) •1.3% Runoff CoeffiCient (C) • 0.41 Overland Flow T1me (T) = 9.5 Mlnules cso.90 --- T= 1.6(1.1-C)Vo 'VS "' w >--::> z 20 :i1 ;;:; w :::; ;:: s: 0 -' u. 0 z :5 a:: w 6 I ' SOURCE: Airport Drainage, Federal Avlallon AdiT'Inlslrallon, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 13·3 I l I l .. .. --.. .. .. -.. .. -.. - - - -.. • .. -.. .. .. -"E Feel EQUATION Tc = c:;~3r,385 Tc Time of concentration (haur.) L • Wetercourae Distance !mills) /).E • Change In el~atlon along eftttctivt1 slope limt jSee Figure J..5)41•tl • 3 2 L Mlloo .... ••• L -' -' ' 2DOO '' ,... ' ,... ' ,... ' 1200 , ... ... ... 700 ... ... ... ... "' Tc , .. "' "' .. .. 20 • SOURCE: C811fomil DMiion of Highways (1&41) and Kil'pich(1940) Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study FIGURE Nomogoaph lor DelelmhiCIIon ol Time ol Concenlra1ion (lc) .. '""""Time (It) tor NaMal -· ~ bhA, Inc. land planning, civil engineering, surveying __ _ __ r--62- - -.. ... .. .. -.. .. .. .. -.. .. -.. .. - - -.. -.. -.. -.. -.. ~-------··· Watershed Divide"'\ ------------.. ---.j-/---~ \ \ .. ~ ----···-------~~-·· ·. .. ~~ \ ...___ ....___ ~ ./ ···-----:::· /.· .......__ ---/ --r-------------------------L------~==-=~------------~ Watershed Divide Effec:live~ Slope Line Areiii"'A" =Area .. S" SOURCE: Callornla Division ol l-lgiMtaya (1941) and IGrpldl (1940) Design Point (Watershed Outlet) Computetlon of Effective Slope for Natural Watersheds Design Point Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying r··------;;~-1 ---'--- I Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study HYDRO UNIT NAME CARLSBAD HYDRO AREA NAME Buena Vista Creek bliA, Inc. land planning, civil engineering, surveying El Saito 904.21 Oceanside Basin 64 '"' -- , .. • -.. - - --- --- -- San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial 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 oftwo 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 (L111)) 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 submitted with a detailed study. Table3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION(T1) Element* DUI .5% 1% 2% 3% 5% 10% Acre L~~o~ T; LM T; LM T; LM T; LM T; LM T Natural so 13.2 70 12.5 85 10.9 100 103 100 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 so 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MOR 43 so 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MOR 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 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 so 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.PJCom 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!. 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 3·12 Yada Family Farm Subdivision, 1835 Buena Vista Way Drainage Study bl-iA, Inc. land planning, civil engineering, surveying